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HomeMy WebLinkAboutSUBMITTED PAPERS_2SOUTHERN TRUSS COMPANIES, INC. A SOUTHERN RANDY@SOUTHERNTRUSS.COM TRUSS 2590 N. KINGS HIGHWAY / FORT PIERCE, FL. 34951 COMPANIES (800) 232-0509 / (772) 464-4160 / (772) 318-0016 Fax: Project Name and Address: Occupancy: Single -Family Lot: W2, Block: County: Multi -Family Truss Company: Southern Truss Companies, Inc. Commercial Truss Engineering Program: TrussPro by Arce Engineering Company, Inc. Plates By: Simpson Strong -Tie Contractor / Builder: 4;7Th0 Nkc',(_\ 8k1 r1c Model: l .i✓ q (( Elevation: A Options: f p l STATEMENT: I certify that the engineering for the trusses listed on the attached index sheet have been designed and checked for compliance with Florida Building Code FBC2010. The truss system has been designed to provide adequate resitance to wind load and forces as required by the following provision: ROOF FLOOR Design ASCE 7-10: l `T D MPH Top chord live load:?3_P.S.F. Top chord live load: l• 0 P.S.F. criteria: Top chord dead load: (23' P.S.F. Top chord dead load:�P.S.F. Engineer: Stephen W. Warter Bottom chord live load:SP.S.F. Bottom chord live load: 0 P.S.F. Address: 2590 N. Kings Highway Bottom chord dead load: 10 P.S.F. Bottom chord dead load._�P.S.F. Fort Pierce, FL. 34951 Duration factor. mP 2S Duration factor: ,oc) Mean height:_ 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. I Truss ID. No. Truss ID. No. Truss ID. 1 21 T2 41 LWU I S 61 FTLIA 81 z 101 2 22 T26 42 62 82 2 102 3 4T 23 b&T 43 Kil 1 S` 1 63 k IN 83 103 4 24 qq 44 KI J ("j S 64 6J) ZB 84 104 5 25 `3 45 65 2 85 105 6 Rvl 26 Z 46 66 2 86 106 7 T�7 27 47 67 Z -z, 87 107 8 E% 28 A 48 68 Al 88 108 9 29 21�- 49 69 -2-o 89 109 10 , Q 30 Kk/4Lf 50 _ 70 2-0 90 110 11 31 `r 3 51 a 71 208 91 111 12 FEZ 32 52 ITS 72,yj q92 112 13 S 33 =-T-Z 53 73 iYA 93 113 14 3 34 54 1 74 �n 94 114 15 35 C--(-XA 55 75 ( 95 115 16 36 F T( 56 I�. 76 /,&ytAl 96 116 17 37 57 77 97 117 18 38 58 78 98 �g� 19 Ml 39 1 6 59 FT 7 79 Ar�4 99 20 40 110 60 F:6;(Lt 80 A7-G- 100f 120• As -witness by my seal, I hearby certify that the above information = • �;; t 5AZO is true and correct to the best of my knowledge and belies Name: Stephen W. Waiter Lie: #54395 V J 3 BY '� Date: 6 St. Lucie County d •....R .• 41 TYPICAL j A 0 CORNER _ NOTE: NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.O.L.Factor=1.25) nds toe nails only have 0.83 of lateral Resistance Value. 12 1.5 dC OVER -"(Z) 40 �-G) HIP GIRDER CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT ® UP TO 265# = 2-16d NAILS REQ'D. © UP TO 394# = 3-16d NAILS REQ'D. M Ui u� u7 En J1 A Op �'vs 15 (HIP GIRDER) o in i J3 iII 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 — SOUV14ERN TRUSS .COMPANIES http://wwwsouthern�ss.r m MINIMUM GRADE OF LUMBER LOADING (PSF) • STR. INCR.: 257 FHC201 ❑ T.C- 2x4 SYP #2 B.C. 2x4 SYP A2 WEBS 2x4 SYP Na.3 BOP OTTOM00 SPACING L 310 24" D 110 O.C. Fort Pierce Division 2590 N. Kings Highway, Fart Pierce, FL 34951 (800)232-0509 (772)464-4160 Fax:(772)318-0016 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 THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. WIN MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = V-0" 2x4 MINIMUMWEB SIZE SCAB BRACE \a\MINIMUM WEB GRADE OF #3 Nails � Section Detail ®1EE Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. T-BRACE / I -BRACE DETAIL Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / 1-13race webs to continuous lateral braced webs. Nailing Patterd 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 / I -Brace (On Two-Ply's Nail to Both Plies) WEB Nails Nails SPACING k �k / Section Detail 3 T-Brace Web Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 (*) T-Brace 1 x4 (*) I -Brace 2x6 1 x6 (*) T-Brace 2x6 1-Brace 2x8 2x8 T-Brace 2x81-Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6 I -Brace 2x8 2x8 T-Brace 2x8 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 for T-Brace/I Nails/ For SYP truss lumber grades up to #1 with 1 X bracing material, use IND 55 for T-Brace/1 L-BRAC E DETAIL Nailing Pattern L-Brace size Nail Size Nail Spacing 1x4 or 6 10d 8" D.C. 2x4, 6, or 8 16d 8" D.C. Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) WEB Nails / Section Detail L-Brace Web SPACING Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. L-Brace must be same species grade (or better) as web member. L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 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. EDoatzail MINIMUM GRADE OF LUMBER UNLESS SPECIFIED ON ENGINEER'S SEALED DESIGN, APPLY 1x4 "T"—BRACE, 60R Top Chord 2x4 SYP #2 SPF #1/#2 or better LENGTH OF WEB, VALLEY WEB, SAME SPECIES AND GRADE OR BETTER, ATTACHED WITH 13d BOX Bolt Chord 2x3(*) OR 2x4 SP #2N OR SPF #1/#2 or better EQUALLY SPACE FOR VERTICALNAILS 6VALLEYWEDS GREATER THAN 7-9".LATERAL BRACING, Webs 2x4 SYP #3 or better MAXIMUM VALLEY VERTICAL HEIGHT MAY NOT EXCEED 12'-0". (+) 2x3 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 i 70 MPH WIND. '�L' I i MEAN HEIGHT, ENCLOSED BUILDING. EXP. C. RESIDENCIAL. WIND TC DL=5 PSF. CUT FROM 2x6 OR LARGER AS REQUIRED 4'-0" Max W2x w2x W2x4 8P-0" Max _I Wix3 6'-0"Max S 20'-0" Max (**) SUPPORTING TRUSSES AT 24" O.C. MAXIMUN SPACING. TOP CHORD OF TRUSS BENEATH VALLEY SET MUST BE BRACED WITH: PROPERLY ATTACHED, RATED SHEATHING APPLIED PRIOR TO VALLEY TRUSS INSTALLATION OR PURLINS AT 24" OC. OR AS OTHERWISE SPECIFIED ON ENGINEERS' SEALED DESIGN OR BY VALLEY TRUSSES USED IN LIEU OF PURLIN SPACING AS SPECIFIED ON ENGINEERS' SEALED DESIGN. (+++)NOTE BENEATHAHE VALLEY ITH THE IS MEASURED ALONG SLOPEN SPACING FOR BRACING THE OF F HE TOPP CHORD CHORD. THE TRUSS CHORD. (++) 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. VALLEY SQUARE CUT SQUARE CUT (++)TOE NAILVN.�EY CHORD BOTTOM CHORD VALLEY SQPC\t�G� W2x4 SOUTHERN ` _. +�• TRUSS Fort Pierce D�giviysior 2590 N. Fort Piercehwo 9FL 34951' ICOMPANtES (800)232-0509 (772)464-4160 ...... �+•�xw••••"m _ Fox:(772)31 B-0015 8y St ph W. W—k SIM-b-1-1 Env U-1. 1 54395 75V0 N. xi"•" High—r. F.K Pl.,e.. FL 34951 W2x4 W2x4 OPTIONAL STUB OPTIONAL HIP END VERTICAL JOINT DETAIL W/ cr r— r-i "u a --r �=_; 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 wb'Mh may be required in specific applications. See 'SCSI—B1 Summary sheet Commentary and recommen— dations for handling, installing & bracing metal plate connected woad trusses' (1PI). 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 an the truss design. Trusses shall be handle with reasonable care during - FRAMING Loading TC LL 20 20 PSF TC DL 10 15 PSF SC DL 5 5 PSF BC LL 0 0 PSF TOTAL LOAD 35 40 PSF WWCIIAV FACTOR 1.25 1.25 SPACING AT 24" i 0 U m a a 0 c'k y i F.. .L o:1 ! 14 This product is preferable la similar connectors because or a) easier installation, b) higher loads, cJ lower installed cost, or a combination of these features. e� • • All hangers in this series have double shear nailing - an innovation that distributes the load through two points on each joist nail for greater strength. This allows for fewer nails, faster 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 Zb1AX0 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. OPTIONS: • LUS and MUS hangers cannot be modified. • HUS hangers available with the header flanges turned in for 2-2x (g'/e) and 4x only, with no load reduction. See HUSC Concealed Flange illustration. Concealed flariges are not available for HGUS and HHUS. See Hanger Options, page 216, for sloped and/or skewed HHUS models. Other sizes available; consult your Simpson Strong Tie representative. CODES: See page 13 for Code Reference Key Chart. i These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. These products are approved for installation evith the Strong -Drive SD Structural-Conneclor screw. See page 27 for mare information. 8 Min. Dimensions Fasteners Model Heel Ga B Carrying Carried No. Height W H Member Member SINGLE 2x SIZES LU524 2'/a ; 1'/,s 3'./: 1'/< 4-1od 2-10d LUS26 44/41'/s 16 4'/� 1'/� 4-1Dd 4-10d MUS26 41/s 18 1'/s 5'/,s 2 6-10d 6-10d HUS26 451s 16 11/6 5'/s 3 14-16d 6-16d HGUS26 4'As 12 1% 5'/s 5 20-16d 8 16d LUS28 4'/,s 1 18 1 1'/,s 65/s 1d 610d 4-10d MUS28 6y,s 18 1'/.. 6"/s 2 B-10d B-10d HUS28 6'h 16 1Y. 7 3 22-16d 8-16d HGUS28 6'/s 12 is/. 7'A 5 36-16d 12-16d LUS210 4'/+ 18 1'/,s 7"/,s 1 8-10d 4-10d HUS210 8% 16 iss/s 9 3 30-16d 1016d 1.See table on page 135 for allowable I loads. r for 2X5 1'/s for 4xs� C 0 H c b LUS28 i-2---i (HHUS21 O-2 vi (Truss Designer to provide fastener quantity for connecting multiple members together) ° Double Shear f; Nailing j Top View 'SIMPSON__ =SiaorigTe TYP. C c � s ` fi"hs c - C UV � MUS28 HGUS28-2 Double Shear Nailing Side View Do not bend tab ,c .c c c b ^f �b HUS21O (HUS26, HUS28, and HHUS similar) cl, �I d d 0 F MIS �. HUSC Conci:aled Flanges (not available for HHUS, HGUS„and HUS24 ith ncuu�cu it—,,,,,ghf Dome Double Shear Nailing Side View (available on some models) U.S. Patent 5,603,580 OF Allowable Loads SP Allowable Loads SPF/HFAllowable Load s Code Model U lilt, Floor Snow Roof Wind Uplili' Floor Snow Roof Wind Uplift' Floor Snow Roof Wind Ref. No' (160) (100) (115) (125) (160) (160) (100) (115) (125) (150) (160) (100) (115) (125) (160) SINGLE 2x SIZES LU524 490 670 765 625 1045 1165 9740 1075 1165 1475 1005 740 845 915 1160 17 F6,L17 ® LUS26 1165 865 990 1070 1355 116 5 1090 1410 161D 1745 1825 940 1110 1265 1370 1570 MUS26 1D90 1295 1480 1605 182 HUS26 1550 2720 3095 5235 335335 1550 4725 5290 5390 5390 1520 3750 4200 4500 4535 L17 HGUS26 1765 4360 4885 )� LUS28 1165 1100 1255 1360 1725 1165 1200 1365 1460 1835 1005 940 1075 1165 147 MUS28 1555 1730 1975 2140 2645 20 a 3890 3960 4070 4335 172D 2905 3035 3125 3435 17,F6,L17 HUS28 2000 3965 4120 4220 4335 HGUS28 3015 6745 6970 7125 7275 3015 6460 6705 687D 7275 2595 44fi0 5160 5290 5745 Lil 5 5 2090 1165 1445 1660 1795 2270 1005 1145 13D5 1415 1745 17 F6,L17 LUS210 1161340 1521650 onn� aocc ddd5 4575 5020 3000 4105 4310 4450 4930 3815 2580 3150 3315 3425 Plated Truss Cannectors Mi ME These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check, with Simpson Strong -Tie for details. Ftroi>v- e 7 These products are approved for installation with the Strong -Drive SD Structural -Connector screw. Seepage 27 for more information. Min. Dimensions Fasteners DF/SP Allowable Loads SPF/HF Allowable Loads Model No. Heel Height Ga W7HBCarrying Member Carried Member Uplift' (160) Floor (100) Snow (115) Roof (125) Wind (160) Uplift' (160) Floor (190) Snow (115) Roof (125) Wind (160) Code Ref. DOUBLE 2x SIZES LUS24-2 2'/a 18 3'/e 3'/e 2 4-16d 2-16d 440 800 910 985 1250 380 680 780 845 1070 LUS26-2 4% 18 3'% 4% 2 4-16d 4-16d 1165 1030 1180. 1280 1625 1000 880 1010 1090 1385 17, F6, L17 HHUS26-2 46As 14 36/6 5% 3 14-16d 6-16d 1550 2785 3155 3405 4265 1335 2390 2710 2925 3665 HGUS26-2 4/is 12 35/,s 5M6 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 17, L17, F23 LUS28-2 0/,6 18 3'% 7 2 6-16d 4-16d 1165 1315 1500 1625 2060 1000 1125 1285 1390 1765 HHUS28-2 6'/,6 14 36/,6 7'/a 3 22-16d 8-16d 2000 4210 4770 5140 6440 1720 3615 4095 4415 5375 17, F6, L17 HGUS28-2 69/,6 12 Vi6 7'/,6 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 17, L17, F23 'LUS210-2 67/6 18 3'% 9 2 8-16d 6-16d 1745 1830 2090 2265 2870 1500 1565 1785 1935 2455 17, F6, L17 HHUS210-2 8'/a 14 35/,6 8% 3 30-16d 10-16d 4000 5635 6380 6880 7165 3525 4835 5270 5380 5765 HGUS210-2 89/16 12 3s/6 93As 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 7465 7730 7825 7825 17, L17, F23 TRIPLE 2x SIZES HGUS26-3 41Ms 12 415/16 5'/2 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 HGUS28-3 6"/,s 12 475/,6 7'/< 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 '6415 6415 6415 HGUS210-3 8"/16 12 41/1s 9'/a 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 17, L17, F23 HGUS212-3 10% 12 4's/6 10`4 4 56-16d 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 HGUS214-3 12s/e 12 41/16 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 57/s 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 HGUS28-4 7'/a 12 6M5 73/16 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 HGUS210-4 9'/0 12 69/6 9M6 4 45-16d i6-16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 17, L17, F23 HGUS212-4 10% 12 69/6 10% 4 56-16d 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 HGUS214-4 126/e 12 6% •12% 4 66-16d 22-16d 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 4x SIZES LUS46 4M 18 3-/,6 43/ 2 4-16d 4-16d 1165 1030 1180 1280 1625 1000 880 1010 1090 1385 17, F6, L17 HGUS46 4%s 12 3% 47/6 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 HHUS46 46A6 14 3% 5M6 3 14-16d 6-16d 1550 2790 3160 3410 4265 1335 2390 2710 2925 3665 17,L17,F23 LUS48 4% 18 3M6 63/a 2 6-16d 4-16d 1165 1315 1500 1625 2060 1000 1125 1285 1390 1765 HUS48 6'/s 14 39/16 7 2 6-16d 6-16d 1550 1595 1815 1960 2470 1550 1365 1555 1680 2115 17, F6, L17 HHUS48 6% 14 3M. 71A 3 22-16d 8-16d 2000 4215 4770 5150 6440 1720 3615 4095 4415 1 5535 HGUS48 67/16 12 3% 7'/6 4 36-16d 12-16d 3235 7460 1 7460 7460 7460 2785 6415 6415 6415 6415 17, L17, F23 LUS410 6'/ 18 V6 8/42 8-16d 6-16d 1745 1830 2090 2265 2870 1500 1565 1785 1935 2455 HHUS410 8% 14 3% 9 3 30-16d 10-16d 3745 5640 6385 6890 7165 3440 4835 5480 5910 6165 17,F6,L17 HGUS410 87/6 12 3%s 9''vv, 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 I7, L17, F23 HGUS412 107As 12 3s/e 107/s 4 56-16d 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 HGUS414 11M. 12 35/a 127/6 4 66-16d 22-16d 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 17, L17 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 ANSI/TPl 1-2007. Simpson Strong -Tie Connector Selectoff Software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on minimum of 2-ply 2x carrying member. With 3x carrying members, use 16dx2'/2" 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 3'h° long. See page 22-23 for other nail sizes and information. n 1-FA _l y � � `SIMPSON FACE MOUN+TT HANGERS STRUCTURAL COMPOST>TE LUMBER PRO =rye:= Actual Dimensions Fasteners Allowable Loads DF/SP Species Header SPF/HF Species Header Code Joist Mod7No,Ga Min/ Size W H B Max Face Joist Uplift Floor Snow Roof Floor Snow Roof Ref. (160) (100) (115) (125) (100) (115) (125) HU416/HUC416 14 39/,6 136/6 2'/z Min 20-16d 8-10d 1515 2975 3360 3610 2565 2895 3110 3%6 13% 2'/z Max 26-16d 12-10d 2015 3870 4365 4695 3330 3760 4045 19, 1-12, F8 N x18 HGUS412 i2 3% 10116 4 — 56-16d 20-16d 5045 9600 9600 9600 8255 8255 8255 HGUS414 3% 12316 4 — 66-16d 22-16d 5515 10100 10100 10100 8685 8685 8685 19. F23 HUCQ412 SDS 14 39/,6 11 3 — 14 SDS'/<°x2'/z" 6 SDS %°x2'/z° 2510 5460 5560 5560 3930 4000 4000 4 16d 900 1490 1680 1805 1280 1445 1555 HU68/HUC68 14 5'/ 5'%6 2'/z Min 10 16d 5'/a x 7'/< , F6 6-16d 1345 2085 2350 2530 1795 2025 2180F19. 5'/z 5%G 2'/z Max 14-16d HGUS5.50/8 12 5'/: 615/,6 4 — 36-16d 12-16d 3235 7460 7460 7460 6415 6415 6415 6-16d 1345 2085 2350 2530 1795 2025 2180 HU610/HUC610 5'/ 7% 2Yz Min 14-16d Sax 5'/ 7% 2Yz Max 18-16d 8-16d 1795 2680 3020 3250 2305 2605 2800 , F8 HHUS5.50/10 9'/n-9Yz 5/z ' 9 3 — 30-16d 10-i6d 3735 5635 6380 6880 4835 5480 5910 HUCQ610 SDS 5'/z 9 3 — 12-SDS''/a°x2'/z' 6-SDS'/a'x2'/z" 2520 4680 5380 5715 3370 3875 4115 19, F23 HGUS5.50/10 12 5'/z 8'% 4 — 46-i6d 16-16d 4095 9100 9100 9100 7825 7825 7825 6-16d 1345 2380 2685 2890 2050 2315 2490 HU612/HUC612 5'/ 9% 2Yz Min 16-16d 5'/ 9% 2Yz Max 22-16d 8-16d 1795 3275 3695 3970 2820 3180 3425 19, L12, F8 HHUS5.50/10 14 11'//11// 5'/z 9 3 — 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 HUCQ612-SDS 5% 11 3 — 14-SDS'/a'x2'/2' 6-SDS Y<'x2'/' 2520 5315 5315 5315 3825 3825 3825 19, F23 --TO-16d HGUS5.50/12 12 5'/ 10'/z 4 — 56-16d 5045 9600 9600 9600 8255 8255 8255 8-16d 1795 2975 3360 3610 2565 2895 3110 HU616/HUC616 5Yz 12'%6 2'/z Min 20-16d 14 5Yz 121M. 2Yz Max 26-i6d 1216d 2695 3870 4365 4695 3330 3760 4045 19, L12, F8 HHUS5.50/10 5'/a x 14 5'/z 9 3 — 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 HUCQ612-SDS 5Yz 11 3 — 14-SDS'/a"x2Yz° 6-SDS Yn"x2'/z° 2520 5315 5315 5315 3825 3825 3825 HGUS5.50/14 12 5'/z 12Yz 4 — 66-16d 19, F23 22-i6d 5515 10100 10100 10100 8685 .8685 8685 8-16d 1795 2975 3360 3110 2565 2895 3110 HU616/HUC616 5'/ 12'/6 2'/z Min 20-i6d 14 5'/z 12"/,6 2'/z Max 26-16d 12-16d 2695 3870 4365 4695 3330 3760 4045 19, L12, F8 HHUS5.50/10 5'/<x16 5'/z 9 3 — 30-16d 10-i6d 3735 5635 6380 6880 4835 5480 5910 5'/z 11 3 — 14-SDS''/a°x2'/s' 6-SDS'/Vx2Yz' 2520 5 115 5315 5315 3825 3825 3825 19, F23 12 5'/z 12'/z 4 — 6616d 2216d 5515 10100 10100 10100 8685 8685 8685 816d 1795 2975 3360 3610 2565 2895 3110 2—H 5� 12'Y,6 2'/z Min 2016d 5Yz 12"/,6 2'/z Max 2616d 1216d 2695 3870 4365 4695 3330 3760 4045 19, L12, F8 5Ya x 1814 5Yz 9 3 — 30 i6d 5 5480 5910 1016d 3735 563M5315825 5'/z ' 11 3 — 14-SDS'/a'x2'/z' 6-SDS'/a°x2'/z' 2520 5315 3825 3825 19. F23 HGUS5.50/14 12 5'/z 12'/z 4 — 66-16d 2216d 5515 10108685 8685 6-16d 1345 2082025 2180 HU410 2/ HUG410-2 7'/ 9Y6 2'/z Min 14-16d 7 x 9Y'9'/z 14 7+% 9+% 2/ Max 18-16d 8-16d 1795 2680 3020 3250 2305 2605 2800 19, L12, F8 HHUS7.25/10 7'/< 9 3%6 — 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 HGUS7.25/10 12 7'/ 86/s 4 — 4616d 1616d 4095 9100 9100 9100 7825 7825 7825 19, F23 HU412-2/ HUC412 2 7'/6 11% 2'/ Min —Ma 16-16d 6-16d 1345 2380 2685 2890 2050 2315 2490 7 x 11'/a -11'/s 14 7'/e 11'/6 2'/x x 2216d 8 16d 1795 3275 3695 3970 2820 3180 3425 19 L12, F8 HHUS725/10 7'/< 9 35/,6 — 3016d 10-16d 3735 5635 6380 6880 4835 5480 5910 HGUS7.25/12 12 7'/a 10% 4 — 56-16d 20-16d 5 445 9 000 9 000 9600 8255 8255 8255 19, F23 816d 1795 2975 3360 3610 2565 2895 3110 HU414-2/ HUC414 2 7Y 13% 2'/z Min 2016d 7x14 14 7% 13% 2'/z Max 26-16d 19, L12, F8 12-i6d 2695 434695 3330 3870 65 HHUS7.25/10 7% 9 3 ,6 — 30-16d 10-16d 3735 5635 6380 6880 4835 3760 5480 4045 5910 HGUS725/14 12 7Ya 126/e 4 — 6616d 22-16d 5515 101D0 10100 10100 19, F23 8685 8685 8685 HU414-2/ HUC414-2 7% 13'/ 2'/z Min 20-16d 8-16d 1795 2975 3360 3610 2565 2895 3110 7x16 14 7% 13%6 26 16d 1216d 2695 3870 4365 4695 3330 3760 19, L12, F8 HHUS7.25/10 7'/a 9 30-16d T21/2Min 4045 10-16d 3735 5635 6380 6880 4835 5480 5910 HGUS7.25/14 12 7Y< 12'/,6 66-16d 22-16d 5515 10100 10100 10. 8685 8685 8685 19, F23 HU414-2/ HUG414-2 7'% 13'/e 20-16d 8-16d 1795 2975 3360 3610 2565 2895 3110 7x18 14 7+/ 13'/a 2'/ Max 26-16d 1216d 2695 3870 4365 4695 3330 3760 4045 19, L12, F8 (i HHUS7.25/10 7'/4 9 36/,6 — 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 HGUS7.25/14 12 7% 12'% 4 — 66-16d 2216d 5515 10100 10100 1D100 8685 8685 8685 19. F23 7x14 to 30 For additional hangers see HGU/HHGU on page 107. See fnntnntec nn nano inr ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheothing directly applied or 2-2-0 BC 2 X 4 SP No.2 oc purlins. WB 2 X 4 SP Na.3 BOT CHORD • Rigid ceiling directly applied or 2-2-0 oc bracing. OTHERS 2 X 4 SP No.3 SLIDER Right 2 X 4 SP No.3 3-3-7 . 1 - Ply REACTIONS (Ib/size) 9-1097/Mechanical, 2-1260/0-8-0 Me x Harz 2-126(LC 6) Mox Uplift 9--434(LC 5). 2--515(LC 4) FORCES 0b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--2304/1194,3-4--1865/996,6-7--1844/989.7-8--2053/1155,8-9--2170/114D,4-5--1753/963, 5-6--1753/963 BOT CHORD 2-10--1006/2079. 9-10--957/1948 WEBS 3-10--444/361. 5-10--246/600. 7-10--300/311 511) QW, 1 NOTES 1 Unbalanced roof live loads hove been considered for this design. 2 Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph: h-2711; TCOL-6.Opsh BCDL-6.0psf; 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 is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequole drainage to prevent water pending. 4 This truss has been designed for a 10.0 psi bottom chord rive load nonconcurrent with any other live loads. 5 Refer to girder(j) for truss to truss connections. 6 Pro% de mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jl-lb) 9-434. 2-615. LOAD CASE(S) Standard -1-4-q 7-3-14 9-0-0 10-8-01 12-4-01 14-0-2, 20-4-12 1-4-0 7-3-14 1-8-2 1-8-0 1-8-0 1-8-2 6-4-10 3xI5 = 3x4 1x4 II 4 5 6 3x5 i 4X0 - 5x8 - 10-8-0 20-4-12 10-8-0 L -8-12 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TOE EOtl "IbbI TRACTOR TYPE: E5 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \� / •�� P // csl lc o.9: DER ;n (lac) I/dell L/d verl(tLI -o.2s 2-10 >947 360 PLATES GRIP 1. Connector plates ore fabricated from 20 gouge AS A653 653M Grade A or better home erl galvanized steel. g g / ... '• / r / 9(: a.99 vni O.2J verl(n1 -a.76 x-lo >J16 x4o Nor[(1L 0.08 9 n/a /a °s4o AS20 246/195 A518H 246/195 2. Connector plates are applied to both faces of truss at each Point. Where •'1 CAL " (aalrix) vrda(LL� o.1e 2-10 >999 LOADING DATE: Feb 2012 dimensions are not h wn, ploles are symmetrically placed about joint or cis indicated by circles q .' Z. (,`J 4J 1� CRITERIA: ANSI TPI 1-2007(MATRIX)Version: SOUTHERN 3 �Ytlling qnd fabrico�lon shall be occ�mplished using equipment producing snug fng and fu embedded es. ,• Z (� . . �j� t11 ...a 1O.2d TRUSS joints pla ly 4. Un ass otherwise no ed, compression top chord to be continuously braced by the roof sheathing. _ I-- �( LOADING (psi) SPACING 2-0-0 COMPANIES 5. The permanent structural r straint shown is to prevent buckling of individual truss member and is nok jnjende3 a(S a bracing plan for the roof structure or as a plan � (!) C�, - TOLL 30.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.25 CU. 0.0 Rep stress Incr YES 2590 N. Kings Highway Fort Pierce, Fl. 34951 for the attachmentt o the roo to the building CAUTION: Trus es can be dangqe�rou and o copse damage on eersopol inIU�r]' f i�r�p1 R I her sh wngon thispdrowlng Is �0 EM �U9 y SCOL 10.0 Code FBC2010/TPI2007 (772)464-4160 FBx:(772)318-0015 Installed 0ni1/orbracer.racing BRACING. Refer to the Truss Plate Institute TPI) publication 6CSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to for handling Installing i FL ,•' • •' \ good practice Qf mettal Ippte connected wood lr1�ggses .TPI I9 a at 1g Norl L,e Street Suite 312P Alexandria VA 22g314. Tele hone: (i�O3E-mail: in�o@tpinst.org . , , .. �� / 0\ �� /// ��E S S, -683-161d Read all manufacture's WARNINGS enclosed with drawing package. \� / \ ARCE ENGINEERING Standard Pacific 6511 QTY: 4 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-8 1) Unbalanced roof live loads have been considered for this design. Exp C; MWFRS (low-rise) SC 2 X 4 SP No.2 oc purl)ne. WB 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2 Wind: ASCE 7-10; 170mph(3sec gusl)Vasd-1J2mph; h-27f1; TCDLi-6.Op5l; BCDL•6.Opsf; Category 11; enclosed; and C-C Inferior(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 for MWFRS for reactions specified. SLIDER Right 2 X 4 SP No.3 3-3-7 3 This truss has been designed for a 1D.0 psi bottom chord live load nonconcurrenl with any other live loads. 1 _ Piy 4 Refer to girder(s) for truss to truss connections. REACTIONS (Ib/size) 7-1097/Mechanical, 2. 1260/0-8-0 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift o1 joint(s) except Mow Harz 2-141(LC 5) (jl-lb) 7-418. 2-600. Max Uplift 7--418(LC 5). 2--600(LC 4) ' LOAD CASE(5) Standard FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3.-2330 1159,3-4--1755/901,4-5--1739/895,5-6--2084/1133. 6-7.-2196/1117 SOT CHORD 2-8--985/2107. 7-8--938/1977 WEBS 3-8--647/477, 4-8--391/858. 5-8--511/419 -1-4-0 7-3-14 1 10-8-0 I 14-0-2 20-4-12 1-4-0 7-3-14 3-4-2 3-4-2 6-4-10 4x4 - 4 4x4 - 4x7 = 5x8 - 10-8-0 20-4-12 10-8-0 9-8-12 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO I5RACV iSk 1d RACTOR TYPE: E4 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: . / P // csl 1c 0.81 DEFL Dar) I/dell L/d verl((LL))-o.zs.. z-e >983 360 PLATES GRIP 1. Connector plates are fabricated from 20 gouge ASTM A653 653M Grade A or better hOl-dipped e p g 9 / d steel. \\ ... \ / 31L / Bc 0.99 wB 0.33 verl(1L) -0.72 2-B >333 240 Nor[(%) 0.08 7 n/e e/a AS20 246/195 AS18H 246/195 pp golvonized 2. Connector plates are applied to both (Dees of truss a( each 'oint. Where \ \ •' + ,,+ (Maui,) Wnd(LL) 0.15 2-e >999 240 LOADING DATE: Feb 2012 dimensions are not h wn, plates are symmetrically ploced o�lout joint or as i�ndicated byy circlestto� �' • C,' FJ 1� CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. fNting.gnisfandcfullyembedded plotesPlished using equipment producing snug b0 4 ; r�� tl] Version: 10.2d TRUSS 4. Un[7ss otherwise noted, compression top chord to be continuously braced by the U1 : = COMPANIES roof sheathing. 5. The permanent structural reslroint shown is to prevent buckling of individual truss member and is not intended ajs D bracing plan far the roof structure or as a plan for the the to the building. }. ( - - (!) � - LOADING (psi) SPACING 2-0-0 TCLL 30.0 Plotes iGa ease 1.00 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep stress mar, YES 2590 N. Kings Highway B B Y Fort Pierce, F1. 34951 attachment Of roo CAUTION: Trusses can be elan eroug and Co❑ copse damage an rsonal in jy jf iff�177ppr D rl handled inangel/or braced. bracing sh wn on thisp�row%gig is lOT ErttC�lU�I y 41 BCDL 10.0 Code FBC2010/TP12007 (772)4G4-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication BCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guf(je to good practice for handlinginstalling mettal plate connected wood tr sses . TPI 155 Ippcafged ol� 61$North eel Street / FL ,• V \ /i/ \\ / O \ \ 2 �f uite 312, Alexandria VA 22314. TN lephone: (703) 6 3 tut tE-moif: in to@tpinst.org Reed all manufacture's WAR INenclosed with drawing package. F� ARCE ENGINEERING Standard Pacific 6511 QTY: 1 LUMBER BRACING 7C 2 X 4 SP No.3 TOP CHORD Structural woad sheathing directly applied, except NOTES 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-2711; TCDL-6.Opsf; BCDL-6.Opsf: Category 11; Exp C: enclosed: MWFRS (low—rise) BC 2 X 4 SP No.3 end verticals. 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 forces, and W9 2 X 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-9-15 oc for MWFRS for reactions specified. 1 — Ply bracing. 2 Prov(de adequate drainage to prevent water pending. REACTIONS (lb/size) 1-330/7-0-8. 4-330/7-0-8 3 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. Max Harz 1-74(LC 4) Mox Uplift I- 135(LC 4). 4--148(LC 4) 4 Gable requires canlinuous bottom chord bearing. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift of joint 1 and 148 lb up6fl,ot joint 4. FORCES (Ib) — Max. Comp./Max. Ten. — All forces 250 (lb) or less except when shown. TOP CHORD 1-2--447/248, 2-3--369/256 - LOAD CASE(S) Standard BOT CHORD 1-4--256/359 4-0-0 7-0-8 4-0-0 3-0-8 3x4 = 2.5x5 II 2 3 4.00 F1£ - 2x6 _ 2x5 II 7-0-8 7-0-8 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ftIt& Idhh' NTRACTOR TYPE: HHV7 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �0 // • • • • / eS1 TC 0.99 OEFL (1°e) I/de^I L/d Varl(LLj / /a 999 . PLATES GRIP I. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better hot -dipped galvanized steel. �'� / BC 0.78 we 000 (Ma1ri.) verl(1L) - °/a 999 H°rr(TL) 0.00 a n/a a/e AS20 246/195 AS18H 246/195 2. Connector plates are applied to both faces of truss of each Point. Where h \ �! G. LOADING DATE: Feb 2012 10.2d dimensions ore not wn, plates are symmetrically placed about joint or as iCCndiC.tedS'o !iy circles���o� �",/�,. �� 1� rO CRITERIA: ANSI TPI 1-2007(MATRIX)Version: SOUTHERN 3. f�'tinggj'oin sfandcfullly embedded platesPlished using equipment producing snug b oo � � � � TRUSS 4. Unless otherwise noted, compression lop chord to be continuously braced by the roof sheathing. iQ : I— : �C - LOADING (psi) SPACING 2-0-0 COMPANIES 5. The ermon¢nt structural restraint shown is to ,event bucklingof individual truss member and Is not intended op a bracing plan for the roof strcture 0r as a pion for the the to the budding. / - N (/ — TOLL 30.o Plotee lnareaee 1.00 7cOL Is.o Lambe, Inardosd 1.25 BOLL 0.0 Rep Stress Incr YES 2590N.Kin Kings Highway B B y Fort Pierce, Fl. 34951 attochment of roof CAUTION' Trusses a be donaerouS and co❑ cause damage and ersonol inNry f irt�pF�Dgrl handled Installed anal/or braced. Bracing sh wn on thisptlrawilgy is'NUT" ERt( IION y i \ •' ' F�- ecoL 10.o code FBC20f0/TP12007 (772)464-4160Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication SCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing f mettal plpto connected v�gQod trusses . TPI I I ed 1g North l,e Street // �'•. ,.•s\`jy�� // OF ,d �j 11 guile 312, Alexandria VA 21314. Telephone: (�0��ti83-1010 E-moil: Info@tpinst.org ��� / S \ //t Reed ell manufacture's WARNINGS enclosed with dmwlng P80110E1190. I\� ARCE ENGINEERING Standard Pacific 6511 QTY: 1 LUMBER BRACING NOTES TC 2 x 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 1) Wind: ASCE 7-10; 170mph(3sec gusl)vasd-132mph; h-2711; TCDL-6.Opsf; BCDL-6.opsl; Category II; Exp C; enclosed; MWFRS (low-rise) SC 2 x 4 SP No.3 oc purlins, 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 lur members and forces, and WB 2 x 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS for reactions specified. OTHERS 2 x 4 SP No.3 bracing. 2) Provide odequole drainage to prevent water pending. 1 - Ply 3 This truss has been designed for a 10.0 psi bottom chord five load nonconcurrent with any other live loads. REACTIONS (Ib/size) 1-139/9-0-8, 5-245/9-0-8, 6-495/9-0-8 4 Goble requires continuous bottom chord bearing. Max Horz 1-169(LC 4) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 It, uplift at joint 1. 118 lb Max Uplift 1--15(LC 4), 5--11B(LC 4), 6--245(LC 4) uplift at joint 5 and 245 It, uplift at joint 6. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or Iese except when shown. LOAD CASE(S) Standard WEBS 2-6--406/372 8-0-0 9-0-8 8-0-0 1-0-8 3x4 - 2x5 II 3 4 9-0-8 9-0-8 19 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO EREd dkI609TRACTOR TYPE: HHV9 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ P ' R /� CSI TC o.es DEFL floc) l/dell L/d Verl((LL)) nja - n/a 999 PLATES GRIP I. Connector plates are fabricated from 20 gouge AS A653 653M Grade A or better 9 9 / hot-dippedgalvanized steel. \ // \ / BC 0.JJ w8. O.IJ Verl(7L) /a — n/o 999 HOR(TL) 0.00 5 n/e n/o AS20 246/195 AS18H 246 195 / 2. Connetr plates are applied to both faces of truss at each l'oinl. Where f �� (Malrl.) LOADING DATE: Feb 2012 Version: 10.2d dimensions are not h wn, plates are symmetrically placed about joint or as indicated by circles (sa� �' , , C_: rah Y� r'j '• CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. � (ting, qnd fabrication shall be acc mplished using equipment producing snug joints and fully embedded plo�es. Q �• �i1 TRUSS Urfting 4. Unless otherwise noted, compression top chord to be continuously braced by the }-- ( — SPACING 2-0-0 COMPANIES roof sheathing. 5. The permanent structural restraint shown is to prevent buckling of individual truss member and is not intended as a bracing plan fr the roof structure or as a plan — N — LOAG9aG (Psi) Tc. 30.a Plates Increase 1.00 TCDL 15.0 lumber Increase 1.25 for the attachment of the roof to the building. CAUTION: �% ecLL o.o Rep stress Incr rls BCDL 10.0 Code FBC2010/TP12007 2590 N. Icings Highway Fort Pierce,Fl.34951 Trus es an be dolt erou and CCo cause ddamage and p rsonal in r f i r Q rly handed Installed and/or5bracetl. �racing sh wn on this drawlpgg IsJ�T�EFitC�O�J i '• Q`. (772)464 41G0 FBx:(772)318-00I5 BRACING. Refer to the Truss Plate Institute TPI) publication HC51 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing f me DI late connected w od lr ses TPI I I e a 1 North L,e Street p 22 FL . •' �4\\ / Q . idle 1P, Alexondria VA 22314. lue ea 1 1 -moll: In ol(pinst.org 1 (i�o��$�- �. y Onnd nil mnnufnnfu -. WAR IPJOct ...I. —I with drewlno Deck(...• // r ARCE ENGINEERING Standard Pacific 6511 QTY.11 LUMBER BRACING NOTES TC 2 X 4 SP Na.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 1) Wind: ASCE 7-10; 170.ph(3sec gust)Vosd-132mph; 11-2711; TCDL-6.Ops1; BCOL-6.Opst: Category 11; Exp C; enclosed: MWFRS (low-rise) BC 2 X 4 SP No.3 cc purl;ns, 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 WB 2 X 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 cc for MWFRS for reactions specified. OTHERS 2 X 4 SP No.3 bracing. 2 This truss has been designed for a 10.0 per bottom chord live load nonconeurrenl with any other live loads. 1 - ply 3 Goble requires continuous bottom chord bearing. REACTIONS (Ib/size) 1-180/11-0-8, 4-288/I1-0-8, 5-632/11-0-8 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 1. 145 lb Max Harz 1-238(LC 4) uplift at joint 4 and 317 lb uplift at joint 5. Mox Uplift 1--I I(LC 4), 4--145(LC 4). 5--317(LC 4) LOAD CASE(S) Standard FORCES (lb) - Mox. Comp./Mox. Ten. - Allforces 250 (lb) or leas except when shown. WEBS 2-5--515/462 11-0-8 11-0-8 2x6 II 3 3x4 i::� 1 x4 11 2x4 II PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO EST' bW dONTFIACTOR TYPE: MV11 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ P �/ CS1 Tc o.eserl(LL) (Ioe1 I/dell L/a\ 999PLATES GRIP I. Connector plates ore fabricated from 20 gouge ASTM A653/653M Grade A or better steel. ti i \ 31L / Bc o.sd,r'(TL9hot-dipped we o.,7orr(T, FIEF. n/e - n/e o.ro . n/e n/e Aszo 246/195 galvanized 2. Connector plates are applied to both faces of truss al each joint. Where`. '�r G (Ma1ri.1 As1eH 246/195 LOADING DATE: Feb 2012 dimensions ore not IT wn, plates are symmetrically placed about joint or as indicated by circlesa� SOUTHERN CC (ting, qnd fabrication shall be acc mplished using equipment producing snug 3 I ling joints and fully embedded plo es. a '� �� GL1 - / Version: 10.2d CRITERIA: ANSI TPI 1-2007 MATRIX TRUSS 4. Unless otherwise noted, compression lop chord to be continuously braced by the roof sheathing. )-•• — SPACING 2-0-0 COMPANIES 5. The permanent structurol.restroint shown is toprevent buckling of individual truss member and is not intended as a bracing plan r the roof structure or as a plan fa — T �j LOADING (psi) TCLL 30.o Plates Increoee 1.00 TCOL I5.0 Lumber Increaee 1.25 2590 N. Icings Highway Fart Pierce, F1. 34951 for the attachment of the root to the building. CAUTION: Trus es ( a be dongqe�rou5 and copp copse damage and pegrsonol in r if i��rr�1ppr Q rly handled Installed anij/or braced. tlracing sh wn on this drawij Is J(�T EIffffi I �CSI V i '• e`.' Fl- BOLL 0.0 Rep Stress Incr YES BCDL 10.0 Cade FBC201 D/TP12007 (772)464-4160FBx:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication 2008 BUILDING COMPONENT SAFETY INFORMATION. Guige to good practice for handlinginstalling gf mel3al plate connected wyd lr .TPI ()S I9 a(ed dl 21f3 North Street .•' �y\ i . • \ \ �j 0\ \\ )Sses ,eel idle 12, Rlexondrio VA 22314. lVe ephone: (OQ� 6 -161 E-mail: In o�tpinst.org �/ IC� S 5 �\ Read all manufacture's WARNINGS enclosed with drawing acke e. // \\ ARCE ENGINEERING Standard Pacific 6511 QTY. 1 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosdw 132mph; hw27H; TCDLw6.Opsf; BCOLw6.0psf; Category 11; Exp C; enclosed: MWFR5 (low—rise) BC 2 X 4 SP No.3 cc purlins, except end verlicufs. and C—C Interior(1) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss ;s designed far C—C for members and forces, and WEI 2 X 4 SP NW BOT CHORD Rigid ceiling directly applied or 10-0-0 cc for MWFRs for reactions specified. OTHERS 2 X 4 SP No.3 bracing. 2 This truss has bean designed far a 10.0 psf bottom chord five load nonconcurrenl with any other five loads. 1 — ply 3 GoDle requires continuous bottom chord bearing. REACTIONS (lb/size) 1-280/13-0-8, 4-261/13-0-8. 5-779/13-0-8 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 1, 131 to Mox Harz 1.285(LC 4) uplift of joint 4 and 391 lb uplift at joint 5. Mox Uplift 1.-46(LC 4), 4.-131(LC 4), 5--391(LC 4) FORCES (III) —Mox. Comp./Max. Ten. —All forces 250 (lb) or Ieaa except when shown. LOAD CASE(S) Standard WEBS 2-5--615/533 13-0-8 13-0-8 2x5 II 3 1x4 it 1.5x4 II 13-0-8 13-0-8 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO Ed lbtvldNTRACTOR TYPE: MV13 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ / \ �� CS1 DEFL (toe) I/dell L/d PLATES GRIP 1. Connector ptotes are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped galvanized steel. • •,. • • • • • • i �� 11C i Tc 0.66 BC 0.s5 we o.19 Verl(LL) n%a999 verl(TL) a/a - n/a 999 Ner.(n) D.oO 4 /, /, Aszo 246/195 2. Connector plates are applied to bath faces of truss at each joint. Where dimensionsarenot h wn, plates are symmetrically placed about joint or as \ `• �4 (Ne1ri.) As1aH 246/195 LOADING DATE: Feb 2012 indicated by circlest(so� `�' , C_: J (�� L1 '� CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. fi�tinlggjoln stood fully ernbetlded platesPlished using equipment producing snug bb o Q ; t]� = Version: 10.2d TRUSS 4. Unleess otherwise noted, compression top chord to be continuously braced by the roof sheathing. %—^ ( `( — COMPANIES 5. The ermanent structural restraint shown is to Orevent boy in of individual truss member and is not Intended op a bracing for the roof s(r u lure or as a - N - LOADING (psf) SPACING 2-0-0 TCLL 30.0 Plates mere... 1.00 TCDL I—seae plan plan for the ctlachmenl of the root to the building. 15.0 Lumber 1.25 BOLL 0.0 Rep stress Iner YES 2590 N. Kings Highway Fort Pierce, FI. 34951 CAUTION: Trusses 1 o be den Brous and cad copse dame a and p rsonal in' ry i( impr Rerl handled dPrawipgg islUT ERt(:fIUN y xi '• �`. BCDL 10.0 Code FBC201 O/TP12007 (772)464-4160 Fax:(772)318-0015 mstolled and/or bracetl. tlracing sh wngon this BRACING. Refer to the Truss Plate Institute TPI) publication HCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Gulf a to good practice for handlin inslolling 4f mettal plate connected w2od lr sses .TPI 1 I9 aV at.• 21g North �ee Street i ., ��- .•' ��\� \ \ OF� Suite 312, Alexandria VA 22314. 1pelepphone: (05�683-1010 E-moll: Info�tpinst.arg // S 5 }� Read ell manufacture's WARNINGS enclosed with dretwing package. // \\� ARCE ENGINEERING Standard Pacific 6511 QN•'6 LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-6 NOTES 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-27It: TCDL-6.Ops1; BCDL-6.Opsl; Category 11; Exp C; enclosed; MWFRS (low-rise) SC 2 X 4 SP No.2 oc purlins, except end verticals. 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 We 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-3-6 oc bracing, for MWFRS for reactions specified. 2 Th;s buss has bdesigned for a 10.0 psf bottom chord live load nonconcurrenl with any other live loods. OTHERS 2 % 4 SP No.3 1 - PI J Refer to girde,een(s) for buss to Truss connections. TOO lb REACTIONS (lb/size) 6-718/Mechonicol, 2-851/0-8-0 4 Provide mechanical connection (by others) of Iruss to bearing plate capable of withstanding uplift at joint(s) except Max Harz 2-363(LC 4) fit -lb) 6-359, 2-420. Max Uplift 6--359(LC 4), 2--420(LC 4) LOAD CASE(S) Standard - FORCES (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 2-3--1269/326. 4-6--240/263 SOT CHORD 2-7--574/1103, 6-7--625/1004 WEBS 3-7-0/340, 3-6--1040/659 —1-4-01 7-2-8 13-0-12 13 ;3,-12 1-4-0 7-2-8 5-10-4 0-3-0 .5x5 - 1 x 4 // 2x5 II 4 5 3x4 — 5-10-0 13-0-12 5-10-0 37 2— PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO EREd c�i141�QINTRACTOR TYPE: E7 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ (� — rQ / esi oen ^ (feel I/eel' L/d PLATES ,GRIP 1. Connector totes ore fabricated from 20 gouge ASTM A653/653M Grade A or better �� // Tc o.62 verl((«)) -o.os 6-7 >999 3so p / BC a.SB Varl(TL) —0.16 fi-7 >928 i10 AS20 246/195 hot—dippetl gQalvanized steel. \� cT J1L re f o.7e vere�e ii u1 x 1 >999 7i0 AS18H 246/195 2. Connector plales are applied to both faces of truss at each I'oint. Where t ^ ri'1 ; dimensions are not h wn, plates are symmetrically placed about joint or as G LOADING DATE: Feb 2012 indicoled by circles to� `�' C 3. � (tin pnd fobri al�ion shall be occ mplished using equipment producing snug Q, '�. �7� t_1.1 CRITERIA: AN51 TPI 1-2007 MATRIX Version: 10.2d SOUTHERN fI� ing�joints andcfully ¢mbedded pla�es. ' 4. Unl ss otherwise noted, compression top chord to be continuously braced by the TRUSS r00� sheathing. )- �( — LOADING (psf) SPACING 2-0 5. The permanent structural restraint shown is to prevent buckling of individual truss — TCLL 30.0 - Plates Increase 1.00 COMPANIES member and is not intended OF a bracing pion for the roof structure or as a plan U7 — TCOL 15.o Lamberincrease 1.zs for the attachment of the Too to the building BCLL 0.0 Rep Stress Incr YES 2590 N. Kings Highway CAUTION: \ BCOL 10.0 Code FBC2010/TP12007 B 6 Y Truss5es can be dongeroug and Ca��1I cause damage and pgrsonol in r if i��rr�1ppr Q rly Fort Pierce, Fl. 34951 hondled installed and/or braced. tlracing sh wn on this 3rawiP is�l(�T Ef ecrf �1 i '• �.' (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication dCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guir a to good practice for handling installing / \ \\ 4f mettal late connected wood lr ses . TPI i I9 ated a( 21g North Lee Street Suite 312pAlexandrlo VA 22gS14, lVel�e hone: (�03�683-1b10 E—moil: info�(pinst.org /// PIES �\ Read all manufacture's WARNINGS enclosed with dmwing package. // ARCE ENGINEERING Standard Pacific 6511 QTY' 11 LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-6 NOTES 1) Wind: ASCE 7-10; 170mph(3sed gusl)Vo9tl-132mph; h-271t; TCDL-6.0psf; SCOL-6.Opsf; Category II; Exp C; enclosed; MWFR5 (low-rise) TC 2 X 4 SP No.2 BC 2 X 4 SP No.2 oc purl;ns. except end verlicols. 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 lorces. and WB 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-3-1 oc bracing.- for MWFR5 for reactions specified. 2 This truss has bean designed for a 10.0 pet bottom chord live load nanconcurrenl with any other live loads., OTHERS 2 % 4 SP No.3 1 - ply 3 Reler to girders) for truss to truss connections. Ib REACTIONS (lb/size) 6-689/Mechanical, 2-852/0-8-0 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 uplift of joint(s) except Me x Harz 2-359(LC 4) (JI-lb) 6-346. 2-422. Max Uplift 6--346(LC 4). 2--422(LC 6) LOAD CASE(5) Standard FORCES (lb) - Mox. Comp./Mox. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3--1270 354 BOT CHORD 2-7--577 1105. 5-7--628/1005 WEBS 3-7-0/340. 3-6--1040/660 , -1-4-0 7-2-8 13-0-12 13-3-12 1-4-0 7-2-8 5-10-4, 0-3-0 2x5 II 4 5 1 x4 // 3x4 = 5-10-0 13-0-12 5-10-0 37 2-1 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TOXF[ttW&xrRACTOR TYPE: E8 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: / % c51 cs 0.61 DER fa (Ise) I/a1n ved(LL) -0.06 6) >999 L/d /d L360 PLATES GRIP 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-dippe steel. �� ""'' �j i ec 0.fie wa o.78 verl(1L) 0.16 6-7 >929 Horr(TL) 0.03 s n/e 210 /a i40 Aszo 2a6/lss As1aH 2a6/195 alvonlzed 2. Connector plgales are applied to both faces of truss at each joint. Where ••c� CCj ^ ' i (Ma1r;.) Win4(LL) a.06 z-7 >999 LOADING DATE: Feb 2012 dimensions are not ,Shown, plates are symmetrically placed about joint or as indicated by ` �• 0�' �G3 1� ! CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN circles lot. 3. � ttinq and fabricstlon shall be occ mplished using equipment producing snug fIl ing joints and fully embedded pla es. r Q.: ,� Version: 10.2d TRUSS 4. Un ess otherwise noted, compression top chord to be continuously braced by the roof sheathing. I" < = LOADING (psi) SPACING 2-0-0 COMPANIES 5. The permanent structural restraint shown is to .-event buckling of individual truss member Dnd is not inttended a a bracing plan for the roof structure or as a plan (G _ Increase 1.00 TCU. 30.o Lumber TCDL 5.o Lum0erineraaee 1.zs Stress Inc.- -S for the attachment of the roo to the building. CAUTION' ecLL 0.0 Rep SCOL 10.0 Cade FBC2010/TP12007 2590 N. Kings Highway Fort Pierce, FI.34951 Trus es yo be dongerou and o cause domoge and p rsonal in r if i r rly handed Insgalled and/orsbrace� �rocing sh wn on this derawing is!(�T ElLC1UI��! '•. Q\.' F� y (772)4G4-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication f3CSl 2006 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handlinq installing metal . TPIhone:�� I to at North L.ee Street connected w od truss14. i� ' • . , \1♦A \ \\ �/ OF 10ite A Qf plate �tf3 epes �tpaoke ge. VA ?s�WARNINGS \\ S 5 Read all malnufne urea enclosed with drawlin ARCE ENGINEERING Standard Pacific 6511 Q1y 1 LUMBER BRACING NOTES TC 2 x 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-4 1) Unbalanced roof live loads have been considered for this design. SC 2 x 4 SP No.2 oc purlins, except end verticals. 2 Wind: ASCE 7-10; 170mph(33ec gu3t)Vosd-132mph; h-27f1; TCOL-6.Op3f; BCOL-6.0psf; Category If: Exp C; enclosed: MWFRS (low-rise) WB 2 x 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 7-3-6 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 OTHERS 2 x 4 SP No.3 for MWFRS for reactions specified. 1 - ply 3) Provtde odeguale drainage to prevent water pending. REACTIONS (lb/s;ze) 7-718/Mechon;col. 2-851/0-8-0 4 This truss has been designed for o 10.0 psi bottom chord live load nonconcurrenl with any other live loads. Mox Harz 2-311(LC 6) S Refer to girder(s) for truss to truss connections. Me x Uplift 7--332(LC 4). 2--438(LC 4) 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Mox Grav 7-718(LC 1), 2-852(LC 10) (jl-lb) 7-332. 2-438. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. LOAD CASE(S) Standard TOP CHORD 2-3--1266/402 SOT CHORD 2-8--570/1100, 7-8--621/1001 WEBS 3-8-0/339. 3-7--1024/646 -1-4-0 , 7-2-8 11-0-0 13-0-12 13 ;3,-12 1 1-4-0 7-2-8 3-9-8 2-0-12 0-3-0 3x4 = 2x5 II 4 5 6 3x5 = 1x4 // 3x4 = 5-10-0 .3-0 12 5-10-0 7-� 1 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO CY 6� 1 "TRACTOR TYPE: E9 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ / \ P �j csl oEFL a tier) I/4ell L/e PLATES GRIP I. Connector plutes are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped galvanized steel. 2. Connector are to both faces truss joint. Where . \ ` • • • • • i \',•'•C� '1' /�� Tc o.e2 ec 0.58 we o.77 van a -o.oe 7-e >999 360 verl tL -0.16 7-e >953 240 wart(1L 0.03 7 x/e �, v n4(LLi o.os 2-e >999 i4o Aszo 246/195 AS 18H 246/195 plates applied of at each dimensions ore not h wn, plates are symmetrically placed about joint or as indicated circles tof. fabrication ^+�(ue1rt.) �% W i `�` • (:' ��J '� f13 LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. ,yt.(ing, gnd , shall be occImplished using equipment producing snug 1 ling joints and fully embedded pla es. a • 111 •14 Version: 10.2d - TRUSS 4. Unlgss otherwise noted, compression lop chord to be continuously braced by the roof sheathing. 4! : `S - COMPANIES 5. The permanent structural restraint shown is to revent buckling of individual truss member and is not intended op a bracing plan for the roof structure or as a plan ! - 07 V - LOADING (psi) SPACING rcLL 30.o 1,1AC Inareaee I.DO TCDL 15.0 Lumeerinareaee 1.00 for the attachment 0( the too l0 the building. '• BCLL 0.0 -Rep Stress Incr YES 2590 N. Kings Highway Fort Pierce, FI. 34951 CAUTION: Trusses Furl beg,in Dnd Cap copse damage and pggrsonoI in ry if i��T177ppr R ly handled Installed and/or braced. tlracing sh wn on this drawipq IsJOT EHtC�IU � BCDL 10.0 Code FBC2010/TP12007 (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication 13CSt 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing Qf mettal plate connected wood tr ses . TPI I Ig oled p1g North L,e Slreel Fl- .•' �\� i \� �j �Q Q\ 11 guile 312. Alexandria VA 22314. lVe�ephone: (�03f 683-tf)tD E-mail: in�o@tpinst.org \\\ F�5 5 \ Reed all manufacture's WARNINGS enclosed with drawingpackage. ex ARCE ENGINEERING Standard Pacific 6511 Qom'• 11 LUMBER BRACING NOTES TC 2 X 4 SP No.2 SC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins, except end verticals. I) Unbalanced roof live foods have been considered for this design. 2 Wind: ASCE 7-10; 170mph(35ec gust)Vosd-132mph; h-27fh TCDL-6.Opsf; BCOL-6.Opsf; Category 11; Exp C: enclosed: MWFRS (low-rise) WB 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-3-15 oc 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 brocing. for MWFRS for reactions specified. 1 - ply 3 Provide adequate drainage to prevent water ponding. REACTIONS (lb/size) 7-718/Mechonicol, 2-851/0-8-0 4 This Truss has been designed for a 10.9 per bottom chord live load nonconcurrenl with any other live loads. Mox Harz 2-263(LC 4) 5 Role, to girders) for truss to trues connections. 100 It,uplift except MeUplift 7.-319(LC 4). 2--450(LC 4) Mox Grov, 7-718(LC 1). 2-852(LC 10) 6 Provide mechanical connection (by others) of truss to bearing plate capable or withstanding of joint(s) (jl-lb) 7.319, 2-450. FORCES 0b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. LOAD CASE(S) Standard TOP CHORD 2-3--1264 456, 5-7--270/241 BOT CHORD 2-8--566 1097, 7-8--616/998 WEBS 3-8-0/338. 3-7--1004/634 -1-4-0 7-2-8 9-0-0 13-0-12 1373-12 I I 1-4-0 7-2-8 1-9-8 4-0-12 0-3-0 3x4 - 2x5 II 4 5 6 5-10-0 r 1 -0-12 5-10-0Elf2 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO R#& I C TRACTOR TYPE: E10 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: csl DEFL (toe) I/den L/d PLATES GRIP iC 0.81 Verl(LLj -O.Ofi 7-B >999 360 t. Conneptor plates are fabricated from 20 gauge ASTM A653/653M Grade A or better �� // ec 0.se Ver1(n) -O.Is 7-e >963 20 AS20' 246/195 hot -dipped Qalvanized steel, c�>^ i we 0.76 Herr(1L) 0.03 7 n/e n/a AS18H 246/195 2. Connector plgales ore applied to both faces of truss at each 'oinI. Where �! •G�1 (ualri.) 1Ynd(LL) 0.06 2-e >999 240 dimensions are not h can, plates are symmetrically placed about joint or as _� �• : CI•' 4j L� LOADING DATE: Feb 2012 'Mdllfthbh� in by circles �oF b nj SOUTHERN fiY(inlg�join stand fully embedded pla�esPlished using equipment producing snug 4 c0 _ CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d 4. Unless otherwise noted, compression lap chord to be continuously braced by the Ic.l - TRUSS roof sheathing. I-- < _ LOAo1Nc (p!I) SPACING 2-0-0 5. The permonent structural restraint shown is to ��revenl buckling of individual truss U] _ TCLL 30.o Plate! I-.... 1.00 COMPANIES member and is not intended ap a bracing plan for the roof structure or as a plan �i TCOL 15.0 camber Increose 1.25 for the attachment of the roo to the building BOLL o.0 Rep St mar YES CAUTION: 5 U BCOL 0.0 code FBC2010/TP12007 2590 N. Kings Highway Trusses pan be don erouS and Cog�s1 copse ddomo a an eersonal in ry f iL�177pp11�.aD(�er�l -1 Fort Pierce, F1. 34951 handled Installed and/or braced. tfracing sh can on lhdsptlrawlnq isJUl) Etttl I lUN y F L • • y (772)4G4 41G0 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute ?TPI) publication HCSI 2008 BUILDING / COMPONENT SAFETY INFORMATION. Guile to good practice f2orghandlinI inslollinq // /� � ♦ % � ?1 metal plate connected wgqod tr sses . TPIt 03)C6t13-10101 E Nor I Lia tpinlsl.org '�/, OFE S 5 \0 ulte 12, Alexandria VA 22314. 1pelephone: Reed all manufacture's WARNINGS enclosed with druwin- ka e. / ARCE ENGINEERING Standard Pacific 6511 QW•11 LUMBER BRACING TC 2 X 4 SP Na.2 TOP CHORD Structural wood sheathing directly applied or ES I ) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-2711; TCOL-6.Opsl; BCDL-6.Opst; Category 11; Exp C; enclosed; MWFRS (low-rise) SC 2 X 4 SP No'2 4-4-14 cc purlins, except end verlicols. and C-C Interior(1) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed far C-C for members and forces, and WS 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-6-4 cc bracing, for MWFRS for reactions specified. OTHERS 2 X 4 SP No.3 2) Provide odequale drainage to prevent water ponding. I - p1 3 This truss has been designed for a 10.0 psi bottom chord live food nonconcurrent with any other live loads. REACTIONS (lb/size) 6-718/Mechanical, 2-851/0-8-0 Max Harr 2-216(LC 4) 4 Reler to girder(s) for Iruss to truss connections. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Max Uplift 6--315(LC 5). 2--460(LC 4) (jt-lb) 6-315. 2-460. FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. LOAD CASE(S) Standard TOP CHORD 2-3--1222/553. 3-4--1050/586. 4-6--664/473 SOT CHORD 2-7--605/1064 WEBS 3-7.-240/304, 4-7--562/1029 —1-4-0 7-0-0 1-4-0 7-0-0 7-0-0 7-0-0 13-0-12 13 I-31-12 6-0-12 0-3-0 5x6 - 3x5 = 3 4 5 LATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESI SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates ore fabricated from 20 gauge ASTM A653/653M Grade A or better hot —dipper) galvanized steel. 'aint. 2. Connector ploles are applied to both faces of truss of each Where dimensions are not h wn, plates ore symmetrically placed about joint or as byy circles � f SOUTHERN �iindicated 3. fIYllinggjoin sfandcfu�ly embedded plo esPlished using equipment producing snug b TRUSS 4. Unl ss otherwise noted, compression top chord to be continuously braced by the roof sheathing. COMPANIES 5The permanent structural restraint shgwn is to pre vent buckling of individual truss m. ember 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. 2590 N. Kings Highway B 8 y Fort Pierce, FI. 34951 CAUTION: Trus es fan be den erou5 and opp copse ddame eon ersonal 'n1U�ry f r177ppr�.a rl handed Installed a an braces 9racing sh wn on thispdrowipgg ilnW f EIR Cll��l y �TPI) 772 464-4160 Fax: 772 318-0015 I % % BRACING. Refer to the Truss Plate Institute publication BCSI 2008 BUILDING rnkAPI11,117h1T CAGLTV I1,117nPu ATinm Guido In n—I nrnrfirp fnr hnnellinn inglnllinn 13-0-12 0-12 iN TO ERSICY i3� L0NTRACTOR cS1 Tc 083 w. 8 0.41 1� LOADING 111 CRITERIA: Al LOADING (I sf) '— TCLL 3D.0 — TCOL I5.0 SCLL 0.0 ecDL 10.0 \� ' CI Den in (toe) I/den Verl(L. —0.06 2-7 1999 Vert TL —0.19 2-7 >778 Horr(TL) 0.02 6 n/a wind LL 0.07 2-7 >999 A SPACING 2-0-0 Plotes Increase 1.00 Lumber Increase 1.25 Rep Stress 1— -5 Code FBC2010/TP12007 TYPE: E11 L/d PLATES GRIP 360 240 AS20 246/195 V. A518H 246/195 240 DATE: Feb 2012 Version: 10.2d ARCE ENGINEERING Standard Pacific 6511 QTY., 1 LUMBER TC 2 X 4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or NOTES 1) Wind: ASCE 7-10; 170mph(3sec gu5l)Vo3d-132mph; h-27ft; TCDL-6.Opsf; BCDL-6.Opst; Category II; Exp C; enclosed: MWFRS (low-rise); BC 2 X 4 SP No.2 3-7-10 o , purlins, except end verticals. Lumber DDL-1.33 plate grip DOL-1.33. WB 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-9-10 oc 2 Pde adeguole drainage to prevent water ponding. OTHERS 2 X 4 SP No.3 brocing. 3 Thirov;s truss has been designed for a 10.0 psi bottom chord five load nonconcurrenl with any other live foods. I - Ply 4 Rotor to girder(s) for truss to truss connections. REACTIONS (lb/size) 7-1217/Mechanical• 2-1162/0-8-0 Max Harz 2-168(LC 3) LOAD CASE(S) Standard M. Uplift 7--614(LC 3). 2--644(LC 3) 1) Regular: Lumber Increo3e-1.25, Plate Increase-1.00 Uniform Loads (pit) FORCES (lb) - Max. Comp./Max. Tan. - All forces 250 (Ib) or less except when shown. Verl: 1-3--90. 3-5--90. 5-6--90. 2-7--20 TOP CHORD 2-3--2293/1028,3-11--1831/889.4-11--1831/888.4-12--1831/889,5-12--1831/889. 5-7--1096/623 Concentrated Loads (lb) SOT CHORD 2-9--1014/2088. 9-13--1008/2104, 8-13--1008/2104 Verl: 3--250(8) 5--90(8) 7--46(8) 9--75(B) 4--90(8) 8--26(B) I I -90(B) 12--90(B) 13--26(8) 14.-26(B) WEBS 3-9-0/360.3-8--296/165, 4-8--527/374. 5-8--901/1853 -1-4-0 , 5-0-0 1 9-0-6 13-0-12 13-3-12 1-4-0 5-0-0 4-0-6 4-0-6 0-3-0 PLATE: SIMPSON STRONG -TIE SEAL 1. Con hot- 2. Con di IT indil SOUTHERN Yt�l TRUSS 4. oof COMPANIES 5. The mer for 2590 N. Kings Highway Tru: Fort Pierce, Ft.34951 horn (772)464-4160 Fax:(772)31(3-0015 Bnu 4x8 - 3 5-0-0 5-0-0 4x4 = 5 6 lx•r 11 •rxo - - 11 9-0-6 4-0-6 3 �Ll 13-0-12 4-0-6 FURNISH A COPY OF THIS TRUSS DESIGN TO ERE& WdONTRACTOR TYPE: E12G IG OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ / P - • �/ cs1 TC o.74 DEFL In (Ioc) I/dell L/d verl`(LL) -o.o'! 9-9 >999 ' 360 PLATES GRIP cloy totes are fabricated from 20 gauge ASTM A653/653M Grade A or better lipped galvanized steel. to both faces truss 'oint. Where �� / ,•' ail eC o.s+ we o.7, (Mel .) vV:;$LL) -0.16 a-9 >919 240 Nerr(TL o.04 T e/e /a wad`LLi o.os a-9 >999 i+o AS20 246 195 As 18H 246/195 ctor plates are applied of at each sions are not h wn, are symmetrically a�out joint or as (� ��' �. LOADING DATE: Feb 2012 plates placed ted circles �o� �' ; (, �h *� �7 , 9. qn fabrication shall be accomplished using equipment producing snug )olnts qnd fully embedded pia es. Q J 1� - CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d • otherwise noted, compression top chord to be continuously braced by the heathing. 1�f - - ermangnt structural restraint shown is to prevent buckling of individual truss er ontl is not intended a$ a brocing plan for the roof structure or as a plan ►- < - N T - LOADING (psi) SPACING 2-0-0 TCLL 30.0 Plates Increase 1.00 TOOL 15.0 Lumber Increase 1.25 e attachment of the roof to the building. BCU_ oo Rev stress Inv NO CAUTION: \ BCDL 1ED code FBC2010/TP12007 :s an be don Brous and Gop copse ddemo a and pg@rsonal'InI'UryJf i�r�pr�RBrl °d Installed and/or braced.racing sh wngon this drawipq is"Nl)I EKtCIIUN y ••' i F1- NG. Refer to the Truss Plate Institute TPI) publication f3CSl 200. BUILDING ONENT SAFETY INFORMATION. Guide to good practice for handlin installing ttot late connected wood lr ses . TPI I 19 a at 1g North �en Street .1 �'. .•`' ��`� // �\ \\� ��/ �F�'S Z 3D2PAlexandrla VA 22414. 1pe1Re hone: (T03f 683-1b10 E-mail: Info@tpinsl.org 5\ \\ 11 manufacture's WARNINGS enclosed with drawing package. ARCE ENGINEERING Standard Pacific 6511 QTY. 14 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 gust)Vosd-132mph: h-2711: TCOL-[.Opsl: BCDL-6.Opsf: Category 11; Ex C: enclosed; MWFRS (low-rise) E BC 2 X 4 SP No.2 oc 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 X 4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS for reactions specified. 1 - ply Orocing. 2 This truss has been designed fora 10.0 psf bottom chord live load nonconcurrenl with any other live loads. REACTIONS (lb/size) 3w1BO/Mechanical, 2-430/0-8-0. 4-46/Mechanicol J Refer to girders) for truss to truss connections. Max Harz 2-156(LC 4) 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 3 and 287 Max Uplift 3--126(LC 4), 2--267(LC 4) lb uplift at joint 2. Mox Grav 3-180(LC 1). 2-430(LC 1). 4-92(LC 2) LOAD CASE(5) Standard FORCES (Ib) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. —1-4-0 5-0-0 1-4-0 5-0-0 Lx4 - 5-0-0 5-0-0 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO I, RACTOR TYPE: J5 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \(� [� / \ P r C �� a61 TC 0.50 DER (lac) I/deft Verl(ll> —0.0] 2—. >999 L/e ]60 2xo PLATES GRIP t. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better �� i �Ir ec o.zT we verl(rl) 0.07 2-. >ezo Honin.) -0.00 3 �/e e/a rs2o 246/195 A518H 246/195 hot —dipped galvanized steel. 2. Connector plates are applied to both faces of truss at each joint. Where ` ,•' \ �- ••(M.14waa(ll �% x000 o.00 z z.o LOADING DATE: Feb 2012 10.2d dimensions ore not h wn, plates are symmetrically placed about joint or as indicated by circles %op .' C+ nj� y1 CRITERIA: ANSI TPI 1-2007(MATRIX)Version: SOUTHERN � (ling, qnd fabrication shall be occ mplished using equipment producing snug 3 (i�ting fully embedded plo es. Q l� TRUSS joints and 4. UnlQss otherwise noted, compression top chord to be continuously braced by the r00i sheathing. <<I : .� - ►— C — LOADING (psf) SPACING 2-0-0 COMPANIES 5. The permanent structural restraint shown is to?revenl buckling of individual truss member and 1s not intended as a bracing plan or the roof structure or as a plan — in — 00 Increase 1.25 TCLL 1o.D LumbPlateer TCDL 1s.o Lumber Increase 1.25 Inar YES I for the attachment of the roof to the building. CAUTION: \ BCLL 0.o R<P slreae ecoL 10.0 rode FBC2010/TPI2007 2590 N. Kings Highway Fort Pierce, Fl. 34951 Trusses a 1 be don erou and Ca❑❑ copse ddome a anO peersonal in ryy if I rl handled Installed a nd/or �bracetl. tlracing sh wn on this tlraw'IP 1slUT EKtI �U�I y i i •' (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication BCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guitje to good practice for hondlin installing me(3ol plate connected wood tr . TPI(�S�a�6led Nmo,l �nlo�lpinlsl.arg ///, �F� 7ses �i of�l�lf3 uite 12, Alexandria VA 22314, 1pe ephane: 3 63 E s / Read all manufacture's WARNINGS encloneit with drawln_)Beke a. \ ARCE ENGINEERING Standard Pacific 6511 QTY. 16 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 1) Wind: ASCE 7-10: 170mph(3sec gusl)Vosd-132mph; h-2711; TCOL-6.Opsf; BCDL-6.0ps/; Category IC Exp C: enclosed: MWFRS (low-rise) SC 2 X 4 SP NV cc purl;ns, and C-C Inlerior(1) zone; Lumber DOLw1.33 plate grip DOL-1.33. This truss is designed for C-C for members and tortes, and CHORD OTHERS 2 X 4 SP No.3 BOT Rigid ceiling directly applied or 10-0-0 cc for MWFRS for reactions specified. 1 - ply bracing. 2) This truss has been designed for o 10.0 psi bottom chord live load nonconcurrent with any other live loads. REACTIONS (lb/size) 3w59/Mechanical, 2=341/0-8-0. 4-26/Mechanical J Refer to girder(s) for truss to truss connections. Max Harz 2-119(LC 4) Max Uplift 3--49(LC 5), 2--272(LC 4) LOAD CASE(5) Standard Max Cro, 3-69(LC 1). 2-341(LC 1), 4-52(LC 2) FORCES (Ib) - Max. Comp./Mox. Ten. - At forces 250 (lb) or less except when shown. -1-4-0 3-0-0 1-4-0 3-0-0 3-0-0 3-0-0 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO gn& TRACTOR TYPE: J3 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �i cst 1C 0.59 oen In Oac) I/de11 L/d Verl LL -0.00 2-4 1999 360 PLATES GRIP 1. Connectorplutes are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-dippell steel. �� `�. ,•' Be o.09 we o.00 verlflL3 -o.at x-4 >999 zoo Hurr rL -0.00 3 /a i4o A520 246/195 AS18H 246/195 galvanized 2. Connector plates ore applied to both faces of truss 0t each joint. Where dimensions are not h wn, plates ore symmetrically placed about joint or as indicated by circles �a �' �- `{ .', C_: �� i (Maid=) wnalu3 D.ad z •��w LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007(MATRIX)Version: SOUTHERN 3. Rktig4oln stand fully embedded cc7mPlished using equipment producing snug b Q �7 tS� 10.2d TRUSS 4. Unless otherwise noted, compression top chord to be continuously braced by the roof sheathing. }^ `� — LDADING (pst) SPACING 2-0-0 COMPANIES 5. The permon nt structural restraint shown is to revent buckling of individual truss member anT� is not intended ajs a brocing plan far the roof structure or os a plan ! - T `i - TCLL 30.o Plates Incre... 1.00 rcDL s.o Lumber Increase I.25 ECLL 0.o Rep slrexe InCr res 2590 N. Kings Highway Fort Pierce, F1. 34951 for the attachment of the Too to the building. CAUTION Trus es pa be don erou and CCo�L11 cause ddemo a and p@@rsonal toIUryy f i��77ppr p rl handed Installed a 9d/or sbraced. tlracfng sh wn on this OrawlPy is NUIl EKtC7�U�l y ` i �� •' F`- BCDL 10.0 Code FBC2010ITP12007 (772)4G4-41G0 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication tiCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for hondlinq ins(olling f me a) plqto connected w od tr ssppes . TPI I I alled att.� p1 North L,ee Street �'•. ,.•�`�y\� i� / 0 F� gud �lpackage. FR //// R all malnufacture's W Ia&enclosed�821101�th drawl- ARCE ENGINEERING Standard Pacific 6511. QTY• 16 LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 NOTES 1) Wind: ASCE 7-10: 170mph(3sec qusl)Vasd-132mph; h.27I1; TOOL-6.Opsf; BCOL-6.ODs1: Category II; Exp C; enclosed; MWFRS (low-rise) TC 2 X 4 SP No.2 oc 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 BC 2 X 4 SP No.2 OTHERS 2 X 4 SP No.3 Bar CHORD Rigid ceiling directly opplied or 10-0-0 oc for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psi bottom chord five load nonconcurrenl with any other live loads. 1 - ply REACTIONS (lb/size) 2-231/0-8-0. 4-9/Mechonical. 3--96/Mechanical bracing. 3) Refer to girder(s) for truss to truss connections. Max Harz 2-47(LC 4) Max Uplift 2--252(LC 4). 3--96(LC 1) LOAD CASE(S) standard Max Grov 2-231(LC 1).4.1B(LC 2).3-117(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - A6 forces 250 jib) or less except when shown. -1-4-0 1-0-0 1-d-n 1-0-0 VX4 - 1-0-0 �, o-h�. PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ERe0Y&40NTRACTOR TYPE: A SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: / cs1 TC O.tJ io llo°) I/derl 0.00>999J60A520 L/d' PLATES GRIP 1. Connector plates ore fabricated from 20 gauge ASTM A653/653M Grade A or better steel.we �� "' / ec o.o1 o.00 P",(TL� -0.00 2 >999 rtlL) o.00 J a/a 2tohot-dipped n/e 246/195 ASISH 246/195 galvanized 2. Connector plates are applied to both faces of truss at each joint. Where <(f ,• V�• •. �. i G (Ma1ri') LOADING DATE: Feb 2012 dimensions are not h wn, plates ore symmetrically placed about joint or as indicated by ?of. ' : C: () CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN circles 3. � lain qnd fobrica(1on shall be occ mplished using equipment producing snug filfling�jolnts qnd fully embedded pla,es. Q ; ' �O '• ail _ w Version: 10.2d TRUSS 4. Un ess otherwise noted, compression top chord to be continuously broced by the roof sheothing. - - 1-- < - LOADING (psi) SPACING 2-0-0 COMPANIES 5• The ermangnt structural restraint shown i to revent buckling of individual truss member on( is not intended as a bracing plan for the roof structure or OS a plan - �i - Increase 1.00 TCLL 15.0 Lumber 25 TcoL 1s.o Lumber Increase 1.ES BCLL 0.0 Rep stress Incr YES I for the attachment of the roof to the budding. CAUTION: BCDL 10.0 Code FBC20 I O/TP12007 2590 N. Icings Highway Fort Pierce, Fl. 34951 Trus es fan be danQeroug and cap cause dOmO a On rsonal In r (imp De�I handed Installed anal/0r bracetl. bracing sh wn on th�spderawlpg 1s1(�T' EtttLl�lUN y 2008 BUILDING i Q •' v F l- (772)4G4 41G0 Fax:(772)318-0015 BRACING. Refer to the Truss Plot. Institute TPI) publicotion SCSI COMPONENT SAFETY INFORMATION. Gui�. to good practice for handling inslallinq f metal Ito connected w2od tr sses . TPI 1 Ig ated at 21g North Lee Street t12p�lexandri0 / •' �� // / Q FES �� 9Sufle VA 22314. 1pele hone: (OSf 683-1010 E-moll: info@tpinsl.org PINGS // 51 \\ // Read ell manufacture's WAR enclosed with d=1nn acke e. 1\ ARCE ENGINEERING Standard Pacific 6511 QW.-5 LUMBER BRACING NOTES TC 2 x 4 SP SS TOP CHORD Structural wood sheathing directly applied or 6-0-0 I) Wind: ASCE 7-10; 170mph(39ec gust)Vosd-132mph; h-2711; TCDL-6.0psf; BCDL-6.Opsh Category R: Exp C; enclosed; MWFRS (low-rise): BC 2 x 4 SP No.2 oc purl;ns. Lumber DOL-1.33 plate grip DOL-1.33. OTHERS 2 x 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live foods. 1 - Ply bracing. 3 Refer to girder(s) for truss to truss connections. REACTIONS (Ib/size) 3-250/Mechonicol, 2-500/0-11-5. 4-69/Mechonical Mox Hor2 2-153(LC 3) LOAD CASE(S) Standard Mox Uplill 3--174(LC 3), 2--321(LC 3) 1) Regular: Lumber Increase-1.25. Plate Increase-1.00 Mox Gmv, 3-250(LC 1). 2-500(LC 1), 4-138(LC 2) Uniform Loads (pifI Vert: 3-6--9D, 2-4--20 FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. Concentrated Loads (lb) Vert: 7-42(F.21, B-21) B-22(F-11, B-11) 9--12(F--6, B--6) -1-10-10 6-11-6 1-10-10 6-11-6 2.83 FF rn I T1 2 In 1x4 II r7 j1 l 2x5 = 6-11-6 6-11- PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO EftECTt1Q 'C 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 gouge ASTM A653/653M Grade A or better hot —dipped olvanized steel. to both faces truss joint. Where'�- '\ 2. Connector pates are applied of at each dimensians are not h wn, plates are symmetrically placed about joint or as indicated by circles �o� G 3. Fyt,ling, on i fabrication shall be occImplished using equipment producing snug I IIing joints and fully embedded pla es. d w 4. Un ess otherwise noted compression lop chord to be continuously braced by the root sheathing. }- ; 5. The permanent structural restraint shown is toprevenl buckling of individual truss member and is not intended as a bracing p,an for the roof structure or as a plan U) T for the attachment of the roof to the building. CAUTION: . Csi OA9 Be Be 0.64 0*00 LOADING L� CRITERIA: At — LOADING (psG — TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Trus9es con be (j(ngerous and cop cause damage oncj peersopal in(urylI iL7pr9Rerly handled installed and/or braced. tlrocing sh wn an this tlrawlD Is'NUI ENtCIIVN i xv �'. BRACING. Refer to the Truss Plate Institute ?TPI) publication SCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing l ` \ 4f metlal plate connected wood Ines . TPI 1 Ig a(gd al 1g N011h to Street �/ Q Q\ \\ quite 312, Alexandria VA 220314. 1pelephone: (T03�6tl3-1610 E-moil: info®tpinst.org // FES rj` �\ Reed all manufacture's WARNINGS enclosed with drewln package. // N� TYPE: CJ5 DEF. in (Ise) Vdm L/d,so PLATES GRIP verl TL -0.26 2-4 >2B4 NO A520 246/195 Hors% -0.00 3 n/o /e AS 246/195 %4 d LL 0.00 2 •• i+0 DATE: Feb 2012 roi r_onm 1ue vi-1Verslon: 10.2d SPACING 2-0-0 Pioles Increase 1.00 Lumber Increae 1.25 Rep stress Incr NO Code FBC2010/TP12007 lG ARCE ENGINEERING Standard Pacific 6511 QTY. 3 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-7 1) Wind: ASCE 7-10; 170mph(3sec gust)Vosd-132mph; h-27ft; TCDL-6.Opsf; BCOL-6.Opsf; Category 11; Exp C; enclosed: MWFRS (tow -rise); E BC 2 X 4 SP No.2 oc purlins. Lumber DOL-1.33 plot. grip DOL-1.33. OTHERS 2 X 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc 2) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 1 - Ply bracing. REACTIONS (Ib/size) 3w108/Mechanical, 2-449/0-11-5, 4-30/Mechanicol LOAD CASE(S) Standard Max Harz 2-117(LC 3) 1) Regular: Lumber Increase-1.25, Plate Increase-1.00 Max uplift 3--61(LC 4). 2--370(LC 3) Uniform Loads (plf) Mox Grov 3-108(LC 1)• 2-449(LC 1), 4-61(LC 2) Vert: 1-3--90, 2-4--20 Concentrated Loads (lb) FORCES (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. Vert: 6-22(F-11. 8-11) -1-10-10 4-1-7 1-10-10 4-1-7 2x5 - 4-1-7 1. 7AC L�- PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO RECY N L4RACTOR TYPE: CJ3 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �\ P fQ �� CS1 orn in (lac) I/dell L/e 7-4 1999 3e0 PLATES GRIP I. Connector plates ore fabricated from 20 gouge ASTM A653/653M Grade A or better hot_dipped steel. �� �/ 3fC TC 0.69 ec 0.,3 we o.00 Verl LL —0.01 verl TL -0.02 2-4 >999 240 Narr(rL) -o.00 3 :/a /a p520 246/195 As18H 246/195 galvanized 2. Connector plates are applied to both faces of truss of each joint. Where �!� (uatri.) wmd LL) o.o0 7 i4o LOADING DATE: Feb 2012 Version: 10.2d dimensions are not IT wn, plates are symmetrically placed about joint or as i�ndicated by circles to� `{ C: �(� yj �� CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN b 3' fiV�liniggjoln sfabrcationd fullyembedded cc7mPlished using equipment producing snug Q ; t5� - TRUSS 4. Un @ss otherwise noted, compression top chord to be continuously braced by the r00i sheathing. % { — LOADING (psI) SPACING 2-0-0 COMPANIES 5. The permanent structural restraint shown is to revent buckling of individual truss member and 1s not intended as a bracing plan for the roof structure or as o pion — N T — TCLL 30.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.25 for the attachment of the roof to the building. CAUTION' BOLL 0.0 Rep stress Incr NO BCDL 10.0 Cade FBC2010/TP12007 2590 N. Kings Highway Fort Pierce, Fl. 34951 Trus es co be don erou and app copse ddomo a on eersonoI in ry f i,�7p R rl handed Installed and/or braced tiracing sh wn an lhdsptlrawlpgg Is1V1) ERtC�IU�I y 1 i '• •' (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss PlDte In. ?TPI) publication HC51 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing me al connected wood tr�1sses TPII I9 ated at: 21g North 4e Slree F�• .•' �j�` /, \ Op 4f plate . guile 512, Alexandria VA 22314. fetephone: (703�663-1010 E-mail: into@tpinst.org �/ �S Reed all manufacture's WARNINOS enclosed with drawing package. // �\ ARCE ENGINEERING Standard Pacific 6511 QTY.-1 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-2711; TOOL-6.Dpsf; BCDL-6.Opsf; Category I1: Exp C; enclosed; MWFRS (low-rise); BC 2 X 4 SP No.2 oc purling, except end verllcols. Lumber DOL-1.33 plate grip DOL-1.33. WO 2 X 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 2) Provide adequate drainage to prevent water pending. OTHERS 2 X 4 SP No.3 bracing. 3 This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 1 - Ply 4 Refer to girders) for truss to truss connections. REACTIONS (Ib/size) 6-430/Mechonicol, 2-592/0-8-0 Max Harz 2-121(LC 3) LOAD CASE(S) Standard Max Uplift 6--202(LC 4), 2--353(LC 3) 1) Regular; Lumber Increase-1.25. Plate Increase-1.00 Unflorm Loads (plf) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Vert: 1-3--90. 3-4--9D, 4-5--90. 2-6--20 TOP CHORD 2-3--615/212.3-9--520/207, 9-10--520/207. 4-10: 520/207. 4-6--303/203 Concentrated Loads Ib) BOT CHORD 2-7--223/525, 7-11--207/520. 11-12--207/520, 6-12--207/520 Vert: 3-3(F 7--17(F) 9-21(F) 10-21(F) 11--6(F) 12--G(F) -1-4-0 3-0-0 1-4-0 3-0-0 8-2-12 8-5-12 5-2-12 0-3-0 4x4 = 3x5 II 3 4 5 2x4 = 3x4 II 3-0-0 8- -12 3-0-0 fi L PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO W:� 1 / ACTOR TYPE: H7G SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ / '� /� cs cs1 Den 0e) Veen PLATES GRIP I. Connector plates are fabricated from 20 gauge ASTM A653 653M Grade A or better p 9 9 / hot -dipped steel. • • • • • • �(L o.92 Bc 0.]6 we o.03 Vert(LL) -a.. 7 ;999 360 360 VVr Ln) -O.t3 6-] ]42 2x0 Herr(TL) o.01 6 e/o e/a AS20 246/195 galvanized 2. Connector plates are applied to both faces of truss at each joint. Where ` � ' G� � � (ue1r;.) w,ae(LL) 0.06 7 >999 240 As16H 246/195 LOADING DATE: Feb 2012 dimensions ore not h wn, plates are symmetrically placed about joint or as iccndicated byy circlestt�o� � � .C: pjh �� SOUTHERN b o 3' fifinggjomtsfandcfully embedded plotesPlished using equipment producing snug 0- ; ly Version: 10.2d CRITERIA: ANSI TPI 1-2007 MATRIX TRUSS 4. Un ess otherwise noted, compression top chord to be continuously braced by the root sheathing. I-• : �C - COMPANIES 5. The permanent structural restraint shown is to revenl buckling of individual truss member and is not intended as a bracing for the roof structure or as a plan ( - rn V LOADING (psi) SPACING 2-0-0 TCLL 30.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.25 plan for the attachment of the roof to the building. BOLL 0.0 Rep Stress Incr NO 2590 N. Icings Highway Fort Pierce, F1. 34951 CAUTION: 1 Q rl Trus es can be don eroug and op ca se demo e o ers000l in' ry if imHI hond�ed installed and/or brocet� Gracing sh wngon l� Isptlraw;ngg is0 ERt( 1Ib y i V � � F � Q •' y SCDL 10.0 Code FBC2010/TP12007 (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss F to Institute TPI) publication BCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing 4f mettal late connected wood trusses . TPI I Ig %1ed 11 18 North Le Street Suite 312, Alexandria VA 22g314. Telephone: (�D3�663-1d10 E-mail: in�o@tpins(.org i �� \ / \ FES �� Read all manufacture's WARNINGS enclosed with dirawing package. ARCE ENGINEERING Standard Pacific 6511 QTY. I LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 NOTES 1) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; 170mph(3eec 132mph; hw2711; TCDLw6.Ops1: BCDLw6.Opef: Category It; Exp C: enclosed: MWFRS (low-rise) BC 2 X 4 SP No.2 We 2 X 4 SP No.2W1 2 X 4 SP No.3 SOT CHORD cc pur6ns, except end verticals. Rigid ceiling directly applied or 10-0-0 cc : gusl)vosdw 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 ;Except- OTHERS 2 X 4 SP No.3 bracing. for MWFRS for reactions specified. J Provide adequate drofncge to prevent water pending. I -ply REACTIUN5 (lb/size) 7-447/Mechanical, 2-591/0-8-0 4 This truss has been designed for o 10.0 psf bottom chord live load nonconcurrent with any other live loads. Mox Harz 2w 168(LC 4) 5 Roler to girder(.) for truss to buss connections. 6 Provide mechanical connectian (by others) of truss to bearing plate capable of withstanding 203 lb uplift at joint 7 and 355 Mox Uplift 7--203(LC 5). 2--356(LC 4) Max Gray 7-447(LC 1), 2-592(LC 10) lb uplift at joint 2. FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. LOAD CASE(5) Standard TOP CHORD 2-3w-44B/1J1.3-4w-353/191. 5-7.-290/244, 4-5w-345/183 SOT CHORD 2-B�-183/345, 7-8w-183/345 —1-4-0 4-4-8 1 5-0-0 1 7-0-0 8-2-12 8-5-12 1-4-0 4-4-80-7-8 2-0-0 1-2-12 0-3-0 2 PLATE: SIMPSON STRONG -TIE SEAL 1. Coni hot- 2. Coni dim indil SOUTHERN 3.Yy� TRUSS 4 ooi COMPANIES The 5. me for 2590 N. Kings Highway Tru; Fort Pierce, Fl. 34951 BRA (772)464-4160 Fax:(772)318-0015 BRAT 2x4 = 4.00 FM 4-4-8 4-4-8 3x4 - 3x5 II 5 6 1x4 II 4 3 I —I 'URNISH A COPY OF THIS TRUSS DESIG :SIGN BASED UPON THESE DESIGN CRITERIA: sated from 20 gouge ASTM A653/653M Grade A or better !d to both faces of truss at each Point. Where plates ore symmetrically placed about joint or as III bbe acc m dished using equipment producing snug added plo es. mpression top chord to be continuously braced by the 'eslraint shown is to revent buckling of individual truss d as a bracing plan for the roof structure or as a plan roof to the building. CAUTION: and can cause domoge and personol in jyry_JL iniup (grly 8 7 1x4 II 3x4 - 8-2-12 ,—. —10-4 /� csl TC O.eO we 0.05 ••�„+ / (Hold.) 1� LOADING 11� CRITERIA: At • — LOADING (psf) TOLL 30.0 •-' TCDL 15.0 BCLL 0.0 BCOL 10.0 TYPE: H6 DErL In (roc) 11,101 L/d PLATES GRIP Vert((LL -0.08 2-B >999 "a verl(TL -0.20 2-8 >467 240 AS20 246/195 Hore(TL) 0.01 7 n/e /e ASIBH 246/195 W,.d LL 0.11 2-B >B45 210 DATE: Feb 2012 roi e._onm11-T-11 Version: 10.2d SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep stress lncr YES Code FBC2010/TP12007 r� ARCE ENGINEERING Standard Pacific 6511 QW. 1 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 1 Unbalanced roof live loads have been considered for this design. BC 2 X 4 SP No.2 oc purlins, except end verlicals. 2 wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-2711; TCDL-6.Opsh BCOL-6.0psf; Category II; Exp C; enclosed; MWFRS (low-rise) WB 2 X 4 SP No.2 -Except* W1 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 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 bracing. for MWFRS for reactions specified. I - Ply 3 Provide adequate drainage to prevent water pending. REACTIONS (lb/size) 7-447/Mechanical, 2-591/0-8-0 4 This Iruss has been designed for o 10.0 psi bottom chord live load nonconcurrent with any other live loads. Max Harz 2-216(LC 4) 5 Refer to girder(s) for truss to truss connections. Max Uplift 7--197(LC 4). 2--344(LC 4) 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 lb uplift at joint 7 and 344 Max Orov 7-447(LC 7). 2-592(LC 10) lb uplift at joint 2. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. LOAD CASE(S) Standard - TOP CHORD 2-3.-361/28, 3-4--273/103, 4-5--259/141, 5-7--264/231 BOT CHORD 2-8--141/259, 7-8--141/259 -1-4-0 4-4-8 7-0-0 1 8-2-128-5-12 1-4-0 4-4-8 2-7-8 1-2-12 0-3-0 3x4 - 2.5x6 11 4 5 6 4-4-8 8- -12 4-4-8 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ERECY 8W6RACTOR TYPE: H5 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: fabricated I// esl TC 0.90 oEFL m Dee) I/dell L/d VerI LL —0.12 2—e >]47 J60 PLATES GRIP I. Connector plates ore from 20 gauge ASTM A653/653M Grade A or better hot -dipped galvanized steel. Connector to both faces truss Where �� i \ ( / ' ••' '9' / ec o.e4 we O.a7 (wao-lx) Verl TL -0.29 2-e >J19 240 Herr TL o.o0 7 n/a /e vrnd « 0:17 2-e >553 240 ; Aszo 246/195 ASISH 246/195 2. plates are applied of at each ,joint. dimensions ore not h wn, plates are symmetrically placed about joint or as �\ / G LOADING DATE: Feb 2012 indicated by circles to� `�' , C: J (�� 1� rO CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3• �Ytling and fabricollon shall be occ4mplished using equipment producing snug I fng joints and fully embedded pla es. Q • Ila M Version: 10.2d TRUSS. 4. Unlgss otherwise noted, compression top chord to be continuously braced by the roof sheathing. W = 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 - N T - LOADING (psi) SPACING 2-0-0 rcLL 30.o Plates Increase 1.00 TCDL Is.o Lumber Increase 1.25 for the attachment of the roof to the building. CAUTION: BOLL 0.0 Rep Stress Incr YES GCOL 10.0 Cade FBC2010/TP12007 2590 N. Kings Highway Fort Pierce, FI. 34951 Trus es on be donperous and Cop cause dome a and pBrsonol •n I'Ury jf iipffful handed Installed onZ1/or bracetl. tlracing sh wn on this tlrawiFgg is"NOT EKtI IIUN y i / x '• Q`.' ' F�- �/\� (772)464-4160 F6x:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication BCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guige to good practice for handlinq instollinq f rin ( l plpte connected wood tr 9ses . TPI 1 Iggcaled of 21g North Le Slreei .•' �/ Q\ 2 �uile 312, Alexandria VA 22314. lvelepphone: ( 03) 683-1(i10 E-mail: in�o@tpmst.org \\ F� S 5 \ Reed all manufacture's WARNINOS enclosed with drewIng packa ARCE ENGINEERING Standard Pacific 6511 QTY. 3 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Slruclurol wood sheathing directly applied or 6-0-0 1) Wind; ASCE 7-10; 170mph(3sec qusl)Vastl-IJ2mph; h-27f1; TCDL-6.Opsl; BCDL-6.Opsf; Category 11; Exp C: enclosed: MWFRS (low-rise) BC 2 X 4 SP No.2 oc purlins• except end vertieols. and C-C Inlerior(I) 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.2 -Except- WI 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS for reactions specified. OTHERS 2 X 4 SP No.3 bracing. 2 Thfs truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I -ply 3 Refer to girtler(s) for truss to truss connections. REACTIONS (lb/size) 6-447/Mechanical, 2-591/0-8-0 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplift at joint 6 and 332 Mo. Harz 2-248(LC 4) Ib uplift at joint 2. Max Uplift 6--219(LC 4). 2--332(LC 4) LOAD CASE(5) Standard FORCES (Ib) - Mo.. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--341/0 1 —1-4-0 5-3-2 8-2-12 8-5-12 5-3-2 2-11-10 0-3-0 2.5X6 11 5 ZX4 = I x•4 11 11 5-3-2 r 18-2-12 5-3-2 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF)THIS TRUSS DESIGN TO Ft&l&f6 RACTOR TYPE: MT2 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: "" !i csi TC 0.93 D[n 1 (10e) Vd1fI L/d Berl(LL) —0.13 2-7 >705 360 PLATES GRIP t. Connector are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-dippe galvanized steel. both faces truss joint. Where �� • ec D.ea we 0.07 (Nolr1.) Ver1(TL) —o.3z 2-7 1294 zoo Nar,(TL) D.00 6 /a /a mnd LL o.le 2-7 >szl i4a AS20 246/195 AS18H 246/195 2. Connector plates are applied to of at each h about joint or as \ ,• 4. LOADING DATE: Feb 2012 10.2d dimensions are not wn, plates ore symmetrically placed indicated by circles �o� �' • C: (�� r5 CRITERIA: ANSI TPI 1-2007(MATRIX)Version: SOUTHERN J. fI lingjointsstand fully embedded pla�esPlished using equipment producing snug b a ; 41a LLI TRUSS 4. UnlPrss otherwise noted, compression top chord to be continuously braced by the f001 sheathing. }- C — LOADING lost) SPACING 2-0-0 COMPANIES 5• The permanent structural restraint shgwn is to revenl buckling of individual truss member and is not intended as a bracing plan for the roof structure or os a plan fn ; — �i — rcLL 3o.D Plolee Increase 1.00 TCDL 15.0 Lumber Increase 1.25 for the attachment of the roof to the building. CAUTION: U \ BOLL 0.0 Rep Sir... leer YES SCOL 10.0 code FBC2o lo/TP12007 2590 N. Kings Highway B B Y Fort Pierce, FI. 34951 Trusses an be den eroug and Ca�I copse ddame e o d p rsonal jn ry if i�mDprr.a RRB�I handled Installed Onf1/or braced. tlracing sh wn on I�tls defawip !W& Elff IIUN Y i ' F1- (772)464-4160 FBx:(772)318-0015 BRACING. Refer to the Truss Piate Institute TPI) publication fiCSl 2008 BUILDING COMPONENT SAFETY INFORMATION. Guige to good practice for handling installing f metal plQle connected wood lr sses . TPI I I9gcote� Dl 618 North C,eel Street 112, •. // /� Qp ,tJ rj I Suite Alexandrlo VA 22314. 1pelephone: (DS) 68 -1()1 E-mall: In oOlpinsl.org // S � / \ \\ Read aII manufacture's WARNINGS enclosed with drawling package. ARCE ENGINEERING Standard Pacific 6511 QW. 1 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 1) Wind: ASCE 7-10; 170Mph(3seC gusl)Vosd-132mph; hw2711: TCDL-6.Op51; BCDL-6.Opsf; Category II; Exp C: enclosed; MWFRS (low-rise) Be 2 X 4 SP No.2 oc purlins, except end verticals. and C-C Interior(1) zone; Lumber DDLw1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces. and WB 2 X 4 SP No.2 'Except' Wt 2 X 4 SP No.3 BOT CHORD Rigid ceiling d:really applied or 10-0-0 oc for MWFRS for reactions specified. OTHERS 2 X 4 SP No.3 bracing. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face). see I - Ply "Standard Goble End Detail• REACTIONS All bearings 8-5-12. 3) This truss has been designed for a 10.0 pot bottom chord live load nonconcurrent with any other live loads. (16) -Max Holz 2w250(LC 41 4) Cable elude spaced at 10-0-0 Ga. Me x UpRfl All uplift too It, or less at joint(s) 5, 5 except 2--208(LC 4). 7w-268(LC 4) Mox Crov All reactions 250 ID or less of joint(s) 5, 6 except 2.375(LC 1), 7-576(LC 7) LOAD CASE(S) Standard FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-7--467/394 -1-4-0 5-3-2 8-2-12 1-4-0 5-3-2 2-11-10 /X4 = §;5 12 OT-31-0 1.5x4 II 5-3-2 8-2-12 5-3-2 2-11-10 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO Ed &'6 pJTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �� P R // coil a.sx I. Connector plates ore fabricated from 20 gauge ASTM A653/653M Grade A or better �� ` . • �i oc o.27 hot-dippetl galvanized steel. ` e,ir i 1.16.)'I' 2. Connector plates are applied to both faces of truss at each joint. Where �fj •' nLl i dimensions are not h wn, plates are symmetrically placed or, joint or as i LOADING indicated by circles �o�Qjh 3. � ktin qnd fabrication shall be occ mplished using equipment producing snug Q n7 411 CRITERIA: Al SOUTHERN fiYtinggj'oints qnd fully embedded pIF. 4. Unll ss otherwise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. I-- �C - LOADING (psf) COMPANIES 5• The permanent structural restraint shown is to regent buckling of individual truss N . ( - TCDL 30.0 member and is not intended a a bracing plan for the roof structure or as o plan `i for the attachment of the rooisto the building. BCLL 0.0 o.o CAUTION: ecDL 2590 N. Kings Highway Trusses ca be don erou and yag copse damage an ers000l in r f ff Q rl i Fort Pierce, Ff. 34951 h0ridled Ins�alled and/or�bracetl. drocing sh wngon lhdspdrow111g isl(il' ElttLl�lU�l y e'•' v (772)4644160 Fex:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication CSI 2008 BUILDING F�- COMPONENT SAFETY INFORMATION. Guile to good practice for hondlinq installing i /� �� \ QQ( mettal plate connected wood trusses . TPI Ig ated at 1g North L,e Street �/ Q Q \� Juile .. Alexandria VA 22g314. Tefe hone: (03f�683-a010-AroiL �nefo��tP0nn4orge /F�S 5` \\\ TYPE: MT2A DEFL in (lac) I/doll L/d PLATES GRIP Yer1(( 8) Ver1(TL) 0.00Iao 0.03 I n/r Ba A520 246/195 He"((TL)) Wnd(LL) -0.t10 -0.04 5 n/a 1 n/r no 120 AS18H 241/195 DATE: Feb 2D12 Yo1 ,_onm IIATGIY Version: 10.2d SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Slrees lncr YES Code FSC2010/TP12007 Z2 ARCE ENGINEERING Standard Pacific 6511 Q-I Y• 4 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10; 17Dmph(3sec gusl)Vosd- 132mph; h-27f1; TCDLw6.Opsf: BCDLw6.Opsf; Category R; Exp C: partially; MWFRS (low-rise) SC 2 X 4 SP No.2 5-11-14 oc purlins, except end verlicals. 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 GOT CHORD Rigid ceiling directly applied or 7-5-14 oc for MWFRS for reactions specified. OTHERS 2 X 4 SP No.3 bracing. 2) Th:s truss has been designed for o 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 1 - Ply 3 Ruler to girders) for truss to truss connections. REACTIONS (lb/size) 6-532/Mechonicdl, 2-672/0-8-0 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Max Harz 2-382(LC 4) (jlwlb) 6-421, 2-482. Max Uplift 6--421(LC 4). 2--482(LC 4) LOAD CASE(5) Standard FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3w-808/362. 4-6--169/251 GOT CHORD 2-7.-610/685. 6-7--610/685 WEBS 3-6w-741/656 —1-4-0 5-8-6 9-8-12 9—a1-12 1-4-0 5-8-6 4-0-6 0-3-0 1.5x4 II 5 A JX4 — 1x4 II 3x4 - 5-8-6 9-8-12 5-8-6 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO Elf U"6 p1TRACTOR TYPE: MT1 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ P ' fQ //l • • • csl TC O.SB "1 in clot) I/deli L/d Verl LL -0.02 2-7 1999 360 PLATES GRIP I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot —dipped galvanized steel. joint. �� • • i \ ,•' Cr )1L BC 0.32 we 0.2a (Malrf.) verl 7L -o:0s 2-7 >999 240 Nen(7L) o.ol 6 n/a 240 W.4 LL o.0s 2-7 >999 240 AS2o 246/1ss asl aH 246/195 2. Connector plates are applied to both faces of truss at each Where h joint or as ,� rtij• LOADING DATE: Feb 2012 Version: 10.2d dimensions are not wn, plates ore symmetrically placed about i�ndicated byy circles �o� `�' , C--: �� L� rO CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. fi�yinggjolntsfabricationb gnd fully embedded pla�esplished using equipment producing snug a j TRUSS 4. Un ess otherwise noted, compression top chord to be continuously braced by the roof sheathing. = f-- �C — LOADING (Psf) SPACING 2-0-0 COMPANIES 5• The ermon2nt structural restraint shown is to revenl boy1din of individual truss member and is not intended as o brocing plan for the roof structure or as a plan for to the building. — N �i — TCLL 30.0 Ploles Increase 1.00 TCDL 15.0 Lumber Increase 1.25 BOLL 0.0 Rep Stress Incr YES 2590 N. Kings Highway Fort Pierce, Ft. 34951 the attachment of the root CAUTION: Trusses con be don erou5 and gag copse damage and personal 'n' r if iD7pF R rl handled inslolled and/or brace tlracing sh wngon this tlrowipg is)�1(�T EftC(;fIU�1 y i i '• •' BcOL 10.o code FBC2010/TP12007 (772)4G4 41G0 Fax:(772)318-0015 BRACING. Refer to the Truss Peale Institute TPI) publication 6CSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice fpporghondling installing metal connected wood lr Lee Street TPI�Ily lgf a Nmo /� ��\\ �// ��� gf plate �ses . uite 312, Alexandria VA 22314. lie ephone: 8J-11d101 E I: lst.arg S rj �� \\\ �� Read all manufacture's WARNINGS enclosed with drawing Package. \\ ARCE ENGINEERING Standard Pacific 6511 QTY• 1 LUMBER TC 2 X 4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or verticals. NOTES 1) Unbalanced roof live loads have been consideretl for this design. 2 Wtnd: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-2711; TCDL-6.Ops1; BCOL-6.Opsh, Category II; Exp C: enclosed; MWFRS (low-rise) BC 2 X 4 SP No.2 SOT CHORD 5-11-14 oc purlins, except end Rigid ceiling directly applied or 9-4-14 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 o. wB 2 X 4 SP No.3 brocing, for MWFRS for reactions specified. OTHERS 2 X 4 No.3 3) Provide adequate droinage to prevent water pondinq. 1 -Ply 4 This truss has been designed for a 10.0 psf bottom chord rive load noneoncurrenl with any other live loads. REACTIONS (lb/size) 7-532/Mechanical, 2-672/0-8-0 S Reler to girder(s) for truss to truss connections. Max Harz 2-263(LC 4) 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinl(s) except Mox Uplift 7--246(LC 4), 2--365(LC 4) Max Grov 7-532(LC 1). 2-672(LC 10) (jl-lb) 7.24 B. 2-366. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. LOAD CASE(5) Standard TOP CHORD 2-3--610/236 BOT CHORD 2-B--JB1/657, 7-8--361/687 WEBS 3-7--739/403 LATE: SIMPSON STRONG -TIE SEAL I. Con hot. 2, Cpn indi SOUTHERN 3. Rt" TRUSS 4. roll f001 COMPANIES 5• The mer for 2590 N. Kings Highway Tru Fort Pierce, Ff. 34951 han (772)464-4160 Fax:(772)318-0015 CM 9-11-12 —1-4-0 5-8-4 9-0-0 —8-1� , r 1-4-0 5-8-4 3-3-12 0-8-12 1.594-3-f(J 3x4 = 4 5 6 JX% = 1 x4 11 5x4 = 4-10-14 9 8-1 4-10-14 �4 9-)l FURNISH A COPY OF THIS TRUSS DESIGN TO IT_Ib W OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: • • r lates are fabricated from 20 gauge ASTM A653/653M Grade A or better �� ..\\ r plates ore applied to both faces of truss al each ioinl. Where dCj\;' !, L�ri� � is ore not h wn, plates are symmetrically placed about joint or as by circles ko� nd fabrication shall be accomplished using equipment producing snug a ,��' r�nJ3 rl and fully embedded plates. herwlse noted, compression lop chord to be continuously broced by the thing. ongnl structural restraint shown is to revent buckling of individual truss Dnd is not intended as a brocinq_pion for the roof structure or as a plan (j� ; _ 1 roof to the and con Acc icl 0.58 BC 0.32 wB 0.28 � � (Malri•) • LOADING CRITERIA: At LOADING (PSI) _ TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 �FE S TYPE: H4 DEFL in pod I/de0 L/d PLATES GRIP Vert((LL)) -0.02 2-8 >999 vert(TL) -0.08 2-0 1999 360 240 A520 246/195 mo TL) 0.01 7 n/o wind LL 0.03 2-8 >999 n/o 240 A51BH 211/195 DATE: Feb 2012 TPI.1-2007 MATRIX Version: 10.2d SPACING 2-0-0 Plot" Increase 1.00 Lumber Increase 1.25 Rao Stress Incr YES Code FBC201 O/TP12007 -aff ARCE ENGINEERING Standard Pacific 6511 QTY.11 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural woad sheathing directly applied or 2-2-0 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vasd-132mph; h-27f1; TOOL-6.Opsr; BCOL-6.Op3f; Category 11; Exp C; partially; MWFRS (low-rise) BC 2 X 4 SP No.2 oc purlins, 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 WB 2 X 4 SP No.3 BOT 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 ponding. 1 - Ply 3 Thrs truss has been designed for a 10.0 par bottom chord live load nonconcurrenl with any other live loods. REACTIONS (lb/size) 6-532/Mechanical, 2.672/0-8-0 4 Refer to girders) for truss to truss connections. Max Harz 2-288(LC 4) 5 Provide mechanical connection (by others) of truss to bearing plate capable or withstanding 100 lb uplift at joint(s) except Max Uplift 6--381(LC 4). 2--511(LC 4) (jl-lb) 6-381. 2-511. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. LOAD CASE(S) Standard TOP CHORD 2-3--680/390. 3-4--529/458. 4-6--560/508 BOT CHORD 2-7--469/551 WEBS 3-7--365/502, 4-7--664/771 -1-4-0 7-0-0 1-4-0 7-0-0 9-8-12 9-,11-12 2-8-12 0-3-0 8x8 - 3x4 = 3 4 5 JXJ = JX4 = I.JxR 11 7-0-0 P it 9-8-12 7-0-0 yL� 2-8-12 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ERECY §H'60NTRACTOR TYPE: H3 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: ��� Z R / c5I Tc o.93 DEFL in oecl I/dell L/d verl((«)) -0.05 z-> >999 J40 PLATES GRIP I. Connector laces are fabricated from 20 gouge ASTM A653 653M Grade A or better p g g hot -dipped galvanized steel. faces joint. Where • , / .• J1L / 0 sc 0.43 we o.29 (Maul•) Verl(rL) -0.17 2-7 >65• 240 HarrrL 0.01 6 n/a /a %nd�L8 0.09 2-7 >999 i10 AS20 246/195 AS1aN 216/195 2. Connector plates are applied to both of truss at each dimensions are not h wn, plates are symmetrically placed about joint or as indicated by circles f o� `� �\• � �( �±' � LOADING DATE: Feb 2012 SOUTHERN 3• �ylitingg,and fabrication shall be apcc�mplished using equipment producing snug in joints and full embedded la es, top to be braced by the Q • �0 G11 : u _ 10.2d CRITERIA: ANSI TPI 1-2007(MATRIX)Version: TRUSS COMPANIES 4. Un gss otherwise noted, compression chord continuously fool sheathing. 5. The permanent structural restraint shown i to revenl buckling of individual truss s a bracing pan log member and is not intended or the roof structure or as a plan I-^ ( - - T - LOADING (psl) SPACING 2-0-0 TCLL 30.0 Plotes Inase 1.00 creTCDL 15.0 Lumber increase 1.25 for the attachment of the root to the budding. SCLL 0.0 Rep stress Incr YES 2590 N. Kings Highway Fort Pierce,Fl.34951 CAUTION: Trusses an be den Brous and Gco❑ cause ddemo a and personal in I'�V1�ryy f i1r]p1 Re�I handled Installed.nVL or braced. tlrocing sh wngon this draw'iPg is'NU7<EHtI �UN y i i S% '• e`.' �\� BCDL 10.0 Code FBC2010/TP12007 (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss P,ate Institute �TPI) publication dCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good praccticle. f2or8handling ins5ta�IN of metal plple connected wood tr�tsses . TPI(1�51lgfute F1- .•' /// OFE Suile 12, Alexandria VA 220314. letsphone: 3 -10101 Etyma l:Lin�1o®lpinlsLorg S �j iO -s, Reed roll manufacture's WARNINQS enclosed with d Ing package. ARCE ENGINEERING Standard Pacific 6511 QN•11 LUMBER BRACING NOTES TC 2 X 4 SP Na.2 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10; 170mph(35ec gusl)Vasd-132mph; h-27fl; TCDL-6.Opsf; SCOL-6.Opsf; Category II; Exp C; partially; MWFRS (low -rise) SC 2 X 4 SP No.2 5-11-14 oa purlins, except and verlicols. 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 BOT CHORD Rigid ceiling directly applied or 7-2-2 oe bracing. for MWFRS for reactions specified. ' OTHERS 2 X 4 SP No.3 2) Provide adequoIe drainage to prevent water pending. I - ply 3 This Truss has been designed for a 10.0 per bottom chord live load nonconcurrent with any other live loads. REAC71ONS (lb/size) 6-532/Mechanical, 2-672/0-8-0 4 Refer to girder(s) for truss to truss connections. Max Harr 2-220(LC 4) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinl(s) except Mox Uplift 6--387(LC 5), 2--526(LC 4) (jl.Ib) 6-387. 2-526. FORCES (Ib) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. LOAD CASE(S) Standard TOP CHORD 2-3--873/603, 3-4--742/627, 4-6--480/497 SOT CHORD 2-7--653/755 WEBS 3-7--158/293, 4-7--567/686 —1-4-0 5-0-0 1-4-0 5-0-0 9-8-12 9::1 12 - I I 4-8-12 0-3-0 4x6 — 3x5 = 3 4 5 3x4 = I.�A'* It 5-0-0 5-0-0 9-8-12 3 8-12 PLATE: SIMPSON STRONG -TIE, FURNISH A COPY OF THIS TRUSS DESIGN TO.FI(RECT SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ PT" 1 1. Connector plates ore fabricated from 20 gouge ASTM A653/653M, Grade A or better hot —dipped steel.\: \��' \ "' galvanized 2. Connector plates are applied to both faces of truss at each joint. Where .• lae,L dimensions are not h wn, plates are symmetrically placed about joint or as indicated by circles �o� •', �1 O Q ��' SOUTHERN 3. �Vkting, qnd fobricollon shall be accgmplished using equipment producing snug ting and fu ly embedded es. ; Fj TRUSS 1 joints pla 4. Unless otherwise noted, compression top chord to be continuously braced by the roof sheathing. jrU : 1-- COMPANIES 5. The permanent structural restraint shown is to prevent buckling of individual tr uss member and is not intended o5 o bracing plan for the roof structure or as a plan for the attachment of the roof to the building. R cs1 Tc o.74 we 0.2 •. � WO 0.26 � (Matrix) LOADING CRITERIA: At -' LOADING (per) TCLL 30.0 TCOL 15.0 g BOLL 0.0 CAUTION: BCOL 10.0 2590 N. I{togs Highway Trus es can be don erou andgag copse damn a an ersonof in ryJf i rl i Fort Pierce, Fl. 34951 hen eel Installed angel/or sbracec� �racing sh wn on thispdrawiPq IS�101 EFi�Ll�6 y (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute ?TPI) publicolion SCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guitje to good pracdtice for handlin�installing 0��� Qf metal plate connected w od tr ssPaes . TPI( O�c683-1t�1�1Q Nnroth �� ®�ee g // / �F % � ReSStad all manufacturAe's WAR14. eININGS enc)losed with drewln ppackage. S 5 TYPE: H2 OEFL I. (Ioa) I/dea Verl(LI -0.02 2-7 1999 L/d 360 PLATES GRIP Vert Tl -0.06 2-7 >999 Horr(TL) 0.01 6 n/a 240 " /a AS20 246/195 AS18H 246/195 rind U. 0.04 2-7 >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 lner YES Code FBC2010/TP12007 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 5-6-12 oc purlins, except end verl;cols. WB 2 X 4 SP N1 .3 BOT CHORD Rigid ceiling directly applied or 7-11-11 oc OTHERS 2 X 4 SP No.3 - bracing. 1 - Ply REACTIONS (lb/size) 7-553 Mschonicol, 2-688/0-8-0 Max Harz 2-121(/LC 3) Max Uplift 7--280(LC 4). 2- 402(LC 3) _ FORCES (Ib) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--1050/387. 3-10--959/380. 4-10--959/380 BOT CHORD 2-8--384/942. 8-13--543/1044, 13-14.-543/1044,14-15w-543/1044, 7-15.-543/1044 WEBS 4-7.-900/542 -1-4-0 3-0-0 6-2-10 1-4-0 3-0-0 3-2-10 PLATE: SIMPSON STRONG -TIE SEAL 1. Con hot•n 2. Co dim indil SOUTHERN 3. ii1Ytrl TRUSS 4- unit root COMPANIES 5- The mer for 2590 N. Kings Highway Tru: Fort Pierce, Fl. 34951 honn (772)464-4160 Fax:(772)318-0015 COA Sx4 = 4x4 = 3 NOTES 1) Wind: ASCE 7-10; 170.ph(3sec gusl)Vosd-132mph; h-271t; TCOLw6.Dpsf; BCOL-6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise): Lumber DOL-1.33 plate grip DOL-1.33. 2) Provide odeguole droinoge to. prevent water ponding. 3 Th., truss has been designed for o 10.0 pet bottom chord live load nonconcurrenl with any other live loads. 4 Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard 1) Regular; Lumber Increase- 1.25. Plate Increase-1.00 Unilorm. Loads (pI0 Vert: 1-3--90.3-5--90, 5-6--90, 2-7--20 Concentrated Loods (lb) Vert: 3.3(B) 8--17(8) 10•-4(8) 11.-4(8) 12--4(8) 13--4(B) 14--4(8) 15•-4(B) 3x4 - 4 3-0-0 9-8-12 3-0-061 8-1 FURNISH A COPY OF THIS TRUSS DESIGN TO EEMICTION'C OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: ��` {�►` 1 C 1 lates are fabricated from 20'gouge ASTM A653/653M Grade A or better ;galvanized steel. r plates are applied to both faces of truss at each joint. Where ,•'' S G� Is are not h wn, plates are symmetrically placed about joint or as by �o� � \ �+ circles nd fabrication shall be accomplished using equipment If snug its and fully embedded plates. ., , Q- b �! / GO herwise noted, compression tap chord to be continuously braced by the onlent structurol restraint shown is to revent buckling of individual truss Ind is not intended alp o brocing,plon for the roof structure or as o pion T attachment of the roo to ( can be donaerous and Ca 9-8-12 9-111 ; 12 3-6-2 0-3-0 TC1 0.78 w8 0.26 LOADING lit 1 CRITERIA: Al •• - LOADING (psi) TCLL 30.0 TCOL 15.0 OCLL 0.0 _ BCD, 10.0 i ��Thl IT�'I"I lrsza� 2x4 II 5 6 TYPE: H1 G DErL( in pae) Idea L/d PLATES GRIP ) Varl(TL) -0.1] 7-8 >678 H."(TL)) 0.02 7 /a 240 n/a AS20 246/195 AS18H 246/195 WinditL 0.03 7-8 >999 240 DATE: Feb 2012 Version: 10.2d TPI1-2007 MATRIX SPACING 2-0-0 Pioles Increase 1.00 Lumber Increase 1.25 ' Rep Stress Incr NO Code FBC2010/TP12007 ARCE ENGINEERING Standard Pacific 6511 QTY. 1.3 LUMBER BRACING NOTES TC 2 x 4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 1) Wind: ASCE 7-10; 170mph(3soc gusl)Vosd-132mph; h-2711: TCDL-6.Opsl; BCDL-6.0psf; Category II; Exp C; enclosed; MwFRS (low-rise) BC 2 it 4 SP No.2 oc purlins• except end verlicals. 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 W9 2 x 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS for reactions specified. OTHERS 2 x 4 SP No.3 bracing. 2) This truss has been designed for o 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 1 - Ply 3) Refer to girder(s) for truss to truss connections. REACTIONS (lb/size) 5-322/0-8-0, 3-94/Mechanical, 4-24/Mechanical Mox Harz 5-122(LC 4) LOAD CASE(S) Standard Max Uplift 5--215(LC 4), 3--72(LC 4) Max Croy 5-322(LC 1). 3-94(LC 1), 4-51(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5--290/379 —1-4-0 3-0-0 1-4-0 3-0-0 1.5x4 II 3-0-0 3-0-0 ff PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO &M-ONTRACTOR TYPE: J3A SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: •' • • J csi TC 0.53 pen 1n (lee) I/dell 1/d Verl(LL) —0.00 4—S >999 360 PLATES GRIP 1. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better hot —dipped �'� , . • • • /� .c 0.00 we o.00 veri(TL) —o.oi 4-s >999 74 Nor,tTL —0.01 3 a/e e/e A520 246/195 galvanized steel. 2- Connector plates are applied to both faces of truss at each joint. Where \ \� �„• •• (Me1ri=) med(LL� o.o0 4-s >999 710 As1aH 246/195 LOADING DATE: Feb 2012 dimensions are not h wn, plates are symmetrically placed about joint or as indicated by circles �of `� .', C--: 9P SOUTHERN 3. C llin qnd fabrication shall be acc mplished using equipment producing snug Timinggjoints and fully embedded pla�es. Q • r5 �i / w CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d TRUSS 4. Un ss otherwise noted, compression lop chord to be continuously braced by the roof sheathing. I-- : C — SPACING COMPANIES 5. The ermanent structural restr0int shown is to prevent bucklingof individual truss member and is not intended os o bracing peon for the roof structure or as a plan ( — N T �/ — LOADING (psi) TCLL 30.o Plates laarease 1.00 TCDL 15.0 Lumber increase 1.25 for the attachment of the roof 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 Trusses an be don erou9 and CaL1 cal:se darns a an eerso al inIVryy if i�7pr purl handled installed a nd/or braced. tlracing sh yl on thisptlrowing is flOT Etta r?, y �TPI) BCSI 2008 BUILDING i •' �j F L •' V (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute publication COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing gf metal plate connected trusses . TPI(I I ;.We ol: 218 North [ Be Street • \� /� \� /� OF `Q �y mod tulle 12, Alexandria VA 220314. Telephone: 096 —1 1 E—mail: InfoOlpinsl.org / E S 5 �� // Reed all manuffecture'm WARNINGS enclosed with dmwln package. \\\ ARCE ENGINEERING Standard Pacific 6511 QTY. a LUMBER BRACING NOTES TC 2 X 4 SP No.J TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-2711; TCDL-6.Opsf; BCOL-6.Opsf; Category T Exp C; enclosed; MWFRS (low—rise) BC 2 % 4 SP No.3 2-5-12 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 farces, and I — ply SOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS for reactions spetiried. bracing. 2) Th;s truss has been designed for o 10.0 psi bottom chord live load nonconcurrent with any other live loads. REACTIONS (lb/size) 1-87/2-5-12. 2-71/2-5-12. 3-16/2-5-12 3 Gobfe requires continuous bottom chord bearing. Max Harz 1-38(LC 4) 4 Bearing of jo;nt(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to groin formula. Building designer should Mox Uptilt 1--31(LC 4), 2--53(LC 4) verily capacity of bearing surface. Max Grm 1-87(LC 1), 2-71(LC.1), 3-32(LC 2) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 It, uplift at joint 1 and 53 It,uplift at joint 2. FORCES (lb) — Max. Comp./Max. Ten, — A l forces 250 (lb) or less except when shown. LOAD CASE(5) Standard 2-5-12 2-5-12 4.00 12 2x4 2-5-12 2-5-12 ►TE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTUM'C' RACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ P 'tQ /� • .. �i cs1 0.os I. Connector plates ore fabricated from 20 gauge ASTM A653/653M Grade A or better �� • ' �� sc we 0.00 hot dipped galvanized steel. 2. Connector plates are applied to both faces of truss at each joint. Where"Ix) LOADING dimensions are not h wn, plates are symmetrically placed about joint or as indicated by Circles �o� `� .', Cr �� r1J CRITERIA: AN SOUTHERN 3. CC (tin qnd fabrie.lton shall be acc mplished using equipment producing snug fn�inggjoints and fully embedded plo�es. be braced by the Q 1� �Lf : - TRUSS 4. Un ss otherwise noted, compression top chord to continuously Too?( sheathing. I— C — LOADING lost) COMPANIES 5• The permanent structural restraint shown is to revent buckling of individual truss member and is not intended o5 a bracing plan for the roof structure or as a plan to ; ` — `iTCOL TCLL iso for the attachment of the roof to the buildinzq. a of too 2590 N. Kings Highway Fort Pierce, Ft. 34951 (772)464-4160 Fax:(772)318-0015 TYPE: MV25 OEFL In (lac) I/dell Ve n/o — n/o L/d 999 PLATES GRIP Vert Tl / — n/s ZL8 Horz(TL) —0.00 2 n/e ^B9e / AS20 246/195 AS16H 246/195 DATE: Feb 2012 TPI1-2007 MATRIX Version: 10.2d SPACING 2-0-0 Plates Increose 1.00 Lumber Increase 1.25 Rep Stress I— YES Code FBC2010/TP12007 ARCE ENGINEERING Standard Pacific 6511 QTY. 1 LUMBER BRACING NOTES IC 2 x 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-4-4 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-27ft: TCDL-6.Opsf; BCDL-6.Opsf; Category II; Exp C; enclosed; MWFRS (law -rise) BC 2 X 4 SP No.3 oc purrins, except end verlicals. 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 WB 2 x 4 SP Na.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS for reactions specified. 1 - Ply bracing. 2 This truss has been designed for a 10.0 psf bottom chord five [cod nonconcurrent with any other live loads. REACTIONS (lb/sfxe) 1-182/4-4-4. 3-182/4-4-4 3 Goble requires continuous bottom chord bearing. Mox Harz 1-79(LC 4) 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 It, uplift of joint 1 and 91 Max Uplift 1--65(LC 4). 3--91(LC 4) Ib uplift at joint 3. FORCES (lb) - Mox. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. LOAD CASE(S) Standard 4-4- 4-4-4 1.5x4 II 2 2x4 � 1.5x4 II 4-4-4 4-4-4 z j _J b�- PLATE: SIMPSON STRONG -TIE . FURNISH A COPY OF THIS TRUSS DESIGN TO ffECT Q N'C RACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector elutes are fabricated from 20 gauge ASTM A653/653M Grade A or better _1\i �� •"' �/ csl ec oi: hot —dipped galvanized steel. '\ .'' Cif we we o.00 2. Connector plates are applied to both faces of truss at each (joint. Where 4/ •�n�1 t i LOADING dimensions are not h wn, plates are symmetrically placed about joint or as indicated by circles �o `� .' C: �� ` �O SOUTHERN 3. ��tt(tingg, Gnd fabricotlyn shall �e opcc,7mplished using equipment producing snug I joints and full embed ad to es. Q ^ y ll� - h CRITERIA: Al TRUSS IIn 4. Un qss otherwise noted, compression top chord to be continuously braced by the root sheathing. !- : {< — COMPANIES s. The ermangnl structural restraint shown is to prevent bucklingof individual truss member and is not intended op a bracing plan fr the roof structure or as a pion — N �'i LOADING last) TCLL 30.0 TCDL 15.0 for the attachment of the roof to the building. BCLL 0.0 2590 N. Kings Highway Fort Pierce, Fl. 34951 CAUTION: Trus es on be don erou5 and ogL1 cause Bdoma a and p2rsonDl inlVry if i�Tppppr.aaQQB8r�I handed Installed a nd/or braced. tlracing sh wn on this drawlil Is"NUT ERt'C11UN y i �' •' V BCDL 10.0 (772)464 4160 FRx:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication dd 2006 BUILDING rnucnnlrnlT carrTV IMrnPkAATIr)M r. ; f- 1, ,,r,,1 nrnr•fir- far hnnrirnn inclnninn F�- i i Wd ��NLTACSig DEFL I. floe) l/aeu Vert((LL)) n/o n/a L/d 999 PLATES GRIP Verl(TL) n/a - n/v H9rr(%) 0.00 n/a 999 /o A520 ASI8H 246/195 245/195 DATE: Feb 2012 TPI1-2007 MATRIX Version: 10.2d SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress Incr YES code FOC201 Q/TP12007 ARCE ENGINEERING Standard Pacific 6511 QTY. 7 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-27f1; TCDL-6.ODsf; SCOL-6.Opsf; Category 11; Exp C; enclosed: es, an (low-rise) BC 2 x 4 SP No.2 3-8-12 do purlins, except and 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 WB 2 x 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRs for reactions specified. OTHERS 2 x 4 o. No.3 bracing. 2) This truss has been designed for o 10.0 psi bottom chord live food nonconcurrenl with any other live loads. 1 - R 3 Refer to girders) for Truss to buss connections. REACTIONS (lb/size) 5-178/Mechonieol, 2-355/0-8-0 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift of joint(s) 5 Max Horz 2-141(LC 4) except (jl-lb) 2-269. Mow uplift 5--87(LC 5), 2--269(LC 4) LOAD CASE(S) Standard FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. -1-4-0 1-4-0 3-8-12 3-11-112 3-8-12 1.5x4 0.W3-0 4 Zx4 3-8-12 3-8-12 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ELF &16 TRACTOR TYPE: MT3 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: _,1 / V'° P • • /t rc o.se TC orn par) 1/aril ven LL -o.oi x-s >999 2-5>999 L/4 3so 240 PLATES GRIP I. Connector lutes are fabricated from 20 gauge ASTM A653/653M Grade A or better p hot -di ed galvanized steel. PP each joint. Where both faces of truss ��� / r iIL .' • • ciG BC 0.11 will 0.00 (Yalrix) Varl TL -0.02 Horr(%) 0.00 �/o Wiird(LL) 0'00 2 /e 210 ASI8K 216/195 2. Connector plates are applied to of h about joint or as G- DATE: Feb 2012 dimensions are not wn, plates are symmetrically placed indicated by circles �o� `� : , C: h �• �O� •• LOADING 10.2d SOUTHERN 3. � (ling qnd fabr'ico�ion shall be occ mplished using equipment producing snug (iYting joints fully embedded pla�es. Q, �11 ^ / h CRITERIA: ANSI TPI 1-2007(MATRIX)Version: TRUSS and 4. UnlQss otherwise noted, compression lop chord to be continuously braced by the ro01 sheathing. W %- } `C — LOADING (pef) SPACING 2-0-0 COMPANIES 5. The permongnl structural restraint shown is to revent buckling of individual truss member antl is not intended as a bracing plan for the roof structure or as o plan — N .T �'i - TCLL 30.0 Plates Incrao.s 1.00 25 s.o Lamaer ia�reasa z5 Rep Stress YES for the attachment of the Tool to the building. CAUTION: V BCLL 0.0 BOLL BCC ecDL 10.0 case Feczolo/rPi2oo7 2590 N. Kings Highway Fort Pierce, FI. 34951 Trus es an be donaerou5 and Co[1 cause lama a and p@rs000l in iUry F iRJp �p@(I honed Installed .ngV/or br ncdJ. Bracing sh wn on this tlrowirlgg is'NUl' ERtLlIIUN y Truss Plate Institute �TPI) SCSI 2008 BUILDING i F�- ••' �` (772)464-4160 Fax:(772)318-OOI5 BRACING. Refer to the publication COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing connected wood lru�ses TPI� I9�a�e ol� eej Street // • �� /� Op p gf metal plate . �1QNorlh uile 12, Alexandria VA 22314. Te ephone: 03 6 -1 1 C-moil: in o®lpinst.org / S rj ,� 0 Reed all manufacture's WARNINGS enclosed with drawing package. I / ARCE ENGINEERING Standard Pacific 6511 W I Y• 1 LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or NOTES 1)) Unbalanced roof live loads have bean considered for this design. 2) wind: ASCE 7-10; 170mph(33ec 132mph; h-27f1; TCDL-6.Opel; BCDL•6.Ops1; Category II; Exp C; enclosed; MWFRS (low-rise): RC 2 X 4 SP No.2 WB 2 X 4 SP No.3 BOT CHORD 3-8-12 0,purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc gust)Vosd- Lumber DOL-1.33 plate grip DOL-1.33. OTHERS 2 X 4 SP No.3 bracing. 3) Provide adequate drainage to prevent water pending. 4 This truss has bean designed for a 10.0 pat bottom chord live load nonconcurrenl with any other live loads. 1 -Ply REACTIONS (lb/size) 6-296/Mechanical, 2-351/0-8-0 5 1 Refer to girder(s) for trues to truss connections. , Max Harz 2-121(LC 3) Mox Uplift 6--157(LC 6), 2--272(LC 5) LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25. Plate Increase-1.00 Max Grov 6-296(LC 1). 2-353(LC 9) Uniform Loads (plf) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Vert: 1-3--9D, 3-4--90. 4-5--90, 2-6--20 Concentrated Loads (lb) TOP CHORD 4-6--256/174 Vert: 3-21(B) 5--108(B) 8--17(B) -1-4-0 3-0-0 3x4 = 3-8- j %X4 3i711 1-.j 2 1-4-0 3-0-0 0-8 12 0 53-0 3 ZX4 = ..1- II 3-8-12 3-8-12 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TOE RZ& WI1 RACTOR TYPE: H8G SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �� {� — // esI TC 0.°0 pen 1n o°<) I/°°" L/4 Verl(LL —0.00 z-6 >999 PLATES GRIP 1. Connector places are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped steel. '. / [ ac O.Io 0.00 240 verl(rL -0.01 z-s >999 zoo He/x(TL) 0.00 a n/a a/a AS20 246/195 As18H 246/1" galvanized 2. Connector plates are applied to both faces of truss at each joint. Where dimensions ore not ,Shawn, plates are symmetrically placed about joint or as •G*�i �. C G� 1� lMalri.) (M wna((LL) -o.ol z-6 >999 z.o LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN indicated by circles 1011. 3. cling, qnd fabrics ion shall be acc mplished using equipment producing snug fI ting joints and fu�ly embedded pla�es. Q. ; , r•O� l� w Version: 10.2d TRUSS 4. UnlQss otherwise noted, compression top chord to be continuously braced by the r001 sheathing. : )-- : C - - Loaawc (psf) SPACING 2-0-0 COMPANIES 5• Th00 e ermane9t structural restraint sh wn i to ereient boy in of indiv dual truss member and is not intended as o bracing plan for the root sir 9 lure or as a pion N - TCLL 3o.a Plates Increase 1.25 rcoL s.o Lumber lnoreoee zs o.o Rep sir°ee Incr NO for the attachment of the roof to the building. CAUTION: BOLL BCOL 10.0 Code FBC2010/TP12007 2590 N. Kings Highway Fort Pierce, F1. 34951 Trusses o be don erou5 and Cop cause damage on 66rsonal in ryy if ITr1pr99RRQrI handled Installed o nd/or braced. tlracing sh wngon thdsptlrowlpg 1sluT EKtC IlUll y i FL Q v (772)464 41G0 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication t CSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing lr 1S Ig aced 21g North Le? Street / `? Qf met 11 plate connected w,%cLod ses .TPI 11 Suite 3l2, Alexandrio VA 22314. 1pel�hone: (703�683-1b10 E-mail: inlo@tpinst.org .,__ _ ___.. __...� � uzn a ivirao—ii—esri -Ith f—Ina nnekanra_ ARCE ENGINEERING Standard Pacific 6511 QTY...B 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) Unbalanced floor live foods hwe been considered for this design. BC 4 X 2 SP No.2 oc purlins, except end verticals. 2 Refer to girders) for truss to truss connections. WB 4 X 2 SP Na.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing 3 Recommend 2x6 elrongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d noils. Strongbacks to be 1 - Ply Except• atloched to walls at their culer ends or restrained by other means. 2-2-0 oc bracing: 13-14. 4)) Gap between inside of lop chord bearing and first diagonal or vertical web shall not exceed 0.500in. REACTIONS (lb/size) 15-1135/Mechanical, 9-1135/0-4-0 5) CAUTION, Do not erect truss backwards. FORCES (Ib) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. LOAD CASE(S) Standard TOP CHORD 2-3--2732/0, 3-4--2732/0.4-16--2732/0,5-16--2732/0,5-17--3201/0,6-17--3201/0, 6-7--3201/0, 7-8--1700/0, 8-9--1702/0 BOT CHORD 14-15-0/1650. 13-14 01/3201, 12-13-0/2711, 11-12-0/2711 WEBS 8-11--304/0.9-I1-0/951,2-15--1949/0.2-14-0/1228,3-14--388/0.7-11.-1181/0,7-13-0/721. 6-13--308/0, 5-14--775/0 2-6-0 ix4 II 3x5 - 3x6 FP - 2 3 4 T1 1-10-12 I� 3x4 - 1 x4 II 5 6 OH 4 3x4 - 3x4 II 5x6 - 7 8 9 11 W2 W2 W2 1611 W2 W2 11 W3 15 14 13 12 11 10 3x5 - 3x6 - 3x4 - 3x6 FP - 4x7 - 1x4 II 17-7-12 17-7-12 1L8--0-0 0-4-4 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ICY ' IGr ACTOR TYPE: FT2 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: o1R m (tar) y4e1I L. PLATES GRIP 1. Connector lutes ore fabricated from 20 gouge ASTM A653 653M Grade A or better '� . • • • • /� Tc o.ss ve.1(LL�-0.2011-13 >999 240 p 9 9 \ BC 0.93 No,.(L-0.3711-19 >s65 240 AS20 246 195 hot -dipped galvanized steel. \ �(� ws 0.93 Norr(TL) 0.04 9 a/a n/a A518H 246/195 2. Connector plotes are applied to bath faces of truss at each 'oint. Where d(r •G� ' i (ual.I.) dimensions are not h wn, plates are symmetrically placed o�lout joint or as LOADING DATE: Feb 2012 in by circleso� `� C, (��J b� SOUTHERN 3 �yltinggnd fabrication shall be Pcomplished using equipment producing snug Q ' �J 11: Version: 10.2d In joints and full embedded laces. w : _ CRITERIA: ANSI TPI 1-2007 MATRIX TRUSS a. Un?s other Ise noted, compression lop chard to be continuously braced by the !S r00 sheathing. LOADING (Psi) SPACING 2-0-0 5. The ermangnt structural restraint sh wn is to revent bucklingof individual truss (!) ! = TOLL 40.a plates In-- 1.00 COMPANIES member and is not intended as a bracing plan (or the roof strcture or as a plan TCDL 20.o Lumber Increase I.Oo for the attachment of the roofto the building, eCLL 0.0 Rep Stress Inc. YES CAUTION BCDL 5.0 Code FBC2010/TP12007 2590 N. Kings Highway Trus es �a be don erou and a cause lama a an rsonol in r f i rl i Fort Pierce, F1. 3495] handed insgolled anW/ar �brocec� �racing sh wngon thdspdrawipgg is l(�1' EI L2 �1��1 y F L V (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute ?TPI) publication HCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handlinq inslallinq f mettal Igqte connected wood trs1sses . TPI I I44 aced a 21g North Lee Street / \ guile 312PAlexondrla VA 22314. lele hone: (/OJf 683-1010 E-mail: into@tpins'.Or F� S rJ `� Read all manufacture's WARNINGS enclosed with drawing package. ARCE ENGINEERING Standard Pacific 6511 QTY. 1 LUMBER BRACING NOTES TC 2 X 4 SP SS TOP CHORD Structural woad sheathing directly applied or 2-7-0 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: SC 2 X 6 SP SS cc purlins, except end verlicals. Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 cc, 2 X 4 - 1 row at 0-9-0 cc. WB 2 X 4 SP SS -Except- WI 2 X 6 SP 5S. WI 2 X 6 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 cc Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 cc. 2 -Ply bracing. Webs connected os follows: 2 X 4 - 1 row at 0-9-0 cc. REACTIONS (lb/size) 16-6413/Mechanicol, 9-5700/Mechonicot 2) All loads are considered equally applied to oft plies, except if noted as front (F) or back (B) lace in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. 3 Refer to girder(s) for truss to truss connections. TOP CHORD 1-16--5216/0, B-9--4613/0, 1-2--4981/0, 2-3--4981/0. 3-4--15147/0, 4-5--15147/0. 5-6--15147/0, 6-7--4396/0, 43 Recommend 2x6 strongbooks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-16d nails. Slrongbacks to be 7-8--4396 0 - attached to walls of their outer ends or restrained by other means. SOT CHORD 16-17-0/798,15-17-0/798,15-18-0/11975,14-18-0/11975.14-19-0/11975, 13-19-0/11975. 13-20-0/15147. 12-20.0/15147. 12-21-0/11595,11-21-0/11595.11-22-0//11595.10-22-0/11595. 10-23-0/672. 9-23-0/672 LOAD CASE(5) Standard WEBS B-10-0/5731, 1-15-0/6438, 3-15--7801/O. 3-14-0/1549. 3-13-0/3537. 4-13--264/0. 5-12--297/D, 6-12-0/3961. 6-11-0/1489 1) Floor: Lumber Increase-1.00. Plate Increase-1.00 Uniform Loads (pit) 6-10--8030/0 Vert: 9-16--10.1-8--120 Concentrated Loode (lb) Vert: 15--1125(F) 12--1125(F) 17--1128(8) 18--1125(F) 19--1125(F) 20--1125(F) 21--1125(F) 22--1125(F) 23--1125(F) 2-3-14 2-3-14� 1x4 II 4x10 - lx4 II 1x4 II 4x10 = 1x4 II 5x6 - 15x6 = 2 3 4 5 6 7 8 16 17 15 5x4 II 7x10 - 3-11 —6 3-11-6 18 14 19 13 20 12 21 11 22 10 23 9 2x4 II 3x5 = 3x5 - 2x4 Ij 7x10 = 5x4 II 6-6-12 9-2-2 11— —8 15-8-14 2-7-6 2-7-6 G) 3-11-6 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO EREd bI%I0NTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: / '�� !!j cs I. Connector plates ore 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 join(. Where • • . • / Cj^ ^II �.' Be 0.99 we D.++ (ualrl.) dimensions are net h wn, plates are symmetrically placed about joint or as i�ndicated byy circles �o� � G� v?' � `�' L: , �� LOADING SOUTHERN b 3. fi�t�nlg�oln fully embedded pla�esPlished using equipment producing snug , q : rj k1i ' CRITERIA: Al (p,f) TRUSS joints 4. Unless otherwise noted, compression lop chord to be continuously braced by the roof sheathing C COMPANIES 5. The permanent structural restraint shgwn is to revent buckling of individual truss member and is not intended as a bracing plan for the roof structure or as a plan — (!] % — TCLLD1N0 40.0 TCDL 20.0 for the attachment of the roof to the building. CAUTION: BOLL 0.0 BCDL 5.0 2590 N. Icings Highway Fort Pierce, F1. 34951 Trus es an be dangerous and a❑ copse ddamage and p rsonol jnj ryy if i��rr��ppr R ly handled Installed and/or brace tiracing sh wn on this �rawlPqq Is WUT E1ttC�U �TPI) L/ \ /772 464-4160 Fax: 772 311f-0015 BRACING. Refer to the Truss PI le Institute publication 6CSI 2008 BUILDING r0IAPr)MI:MT CACCTV IMrnpu AT1r1M r„ido In nnnrl nrnrlir•a fnr hnndlinn fnatnllinn ! �' TYPE: FGT1-2PI DEtt V.CT i (toe) Vd.0 05 L/d PLATES GRIP Verl(LL)—O.Y+lI-13 1777 360 Horr(TL)) 0.0812-13 '4/a 2� AS20 246/195 ^ AS18H 246/195 DATE: Feb 2012 1-2007 MATRIX Version: 10.2d SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr NO Code FBC2010/TP12007 -31J ARCE ENGINEERING Standard Pacific 6511 1 r • b LUMBER BRACING NOTES TC 4 X 2 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 1) Reler to girders) for truss to truss connections. BC 4 X 2 SP No.2 oc purlins. except end verlieals. 2 Recommend 2.6 alrongbacks, on edge. Spaced at 10-0-0 oc and fastened to each truss with 3-I6d nails. Slrongbacks to be WB 4 X 2 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc attached to walls at it, ouler ends or restrained by other moons. I - PI bracing. 3) Cop between inside of lop chard bearing and first diagonal or vertical web shall not exceed 0.500in. REAC710NS (lb/size) Bw 1127/0-4-0. 13-1127/Mechonical 4 CAUTION, Do not erect truss backwards. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 0b) or less except when shown. LOAD CASE(S) Standard TOP CHORD 2-3--2707/0, 3-4--2707/0. 4-5--3159 0. 5-6--3159/0, 6-7--1685/0. 7-8--1688/0 BOT CHORD 12-13-0/1665. 11-12-0/3159. 10-11.O�6B5 WEBS 7-10--302/0,B-10.0/1934,2-13w-1932/0,2-12w0/1215,3-12w-299/0,4-12--528/0, 6-10--1167/0, 6-11-0/553 2-6-0 3x4 II 3x5 - 1 2 1-9-4 J 1 x4 II 3x4 - 1 x4 II 3 4 Ti 5 W2 W2 [>2 W OH 4 3x4 = 3x4 II 5x6 = 6 7 8 2 W2 W3 13 12 11 10 9 3x5 = 3x6 - 3x4 = 4x7 - 1x4 II 17-6-4 17-1 — 17-6-4 �� 0-4-4 _ATE: SIMPSON STRONG —TIE FURNISH A COPY OF THIS TRUSS DESIGN TO EREgW C�'p1/T�FIACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: ��' P l� ' '_ N '/ CSI I. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better �� , • ""' • //� we 0.992 hot — dipped alvanized steel. re °''2 2. Connetr plgates are applied to bath faces of truss at each joint. Where dimensions are not ghpwn, plates ores metrical) laced about joint or as : Gf indicated by circles o . p y p ) Oj� LOADING SOUTHERN 3. �Vkting, qnd fabrica�ion shall be accgmplished using equipment producing snug n7 11) CRITERIA: Al 1 Ing joints and fu ly embedded pla es. [ _ a. Un ss otherwise noted, compression to chord to be continuously braced by the TRUSS roof sheathing. }'- — LOADING (Pal) COMPANIES 5. The ermanent structural restraint sh wn is to revenl bucklin of individual truss N ; ( — TCLL 20.0 member and is not Intended as a bracing plan for the roof structure or as a plan `i — TCU. 20.0 for the attachment of the roof to the bwltlmg. BCLL o.0 BCD 50 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 TYPE: FT2A DErL ' (1°c) Vdell L/d PLATES GRIP Verl(LL)-0.1511-12 >999 360 Vert TL-0.3310-11 1635 2e0 Hofr(TO 0.00 a n/° n/a ASIBH 246/195 DATE: Feb 2012 TD11_onni IIATDIv Version: 10.2d SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress I— YES Code rBC2010/TP12OO7 3� See ARCE ENGINEERING Standard Pacific 6511 QTY. 1 LUMBER BRACING NOTES TC 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied or 3-6-8 1) 4-ply truss to be connected together with IOd (0.131"0") nails as follows: Be 2 X 6 Sp55 oc purlins, except and verlicols. Top chords connected as follows: 2 X 6 - 2 rows of 0-9-0 oc, 2 X 4 - 1 row of 0-9-0 oc. WB 2 X 4 SP SS •Except• Wl 2 X 6 SP No.2, WI 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 - 3 rows at 0-4-0 oc. 4 - Ply brocing. webs connected as follows: 2 X 4 - 1 row of 0-9-0 oc. REACTIONS (lb/size) 18-10426/Mechanicol. 10.10574/Mechanical Attach chords with 1/2 inch diemeler bolls (ASTM a-307) with woshers at 2-0-0 on center. 2) All loads are considered equally applied to all plies• except if noted as front (F) or bock (B) lace to Ihe'LOAD CASE(S) FORCES (lb) - Max, Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. TOP CHORD 1-18--8319/0, 9-10--7899/0. 1-2--12852/0, 2-3w-21963/0. 3-4--27413/0. 4-5--28947/0, 5-6--28947/0. 6-7--26182/0. 3) This truss has been designed for basic load combinations, which include coses with reductions for multiple concurrent live 7-8--20952/0, 8-9--12124/0 loads. BOT CHORD 18-19.0/1455. 17-19-0/1455, 17-20-0/12852. 16-20-0/12852. 16-21-0/21963. 15-21.0/21963. 15-22-0/27413. 22-23-0/27413 4) Refer to girders) for truss 10 truss connections. 5 Recommend 2x6 slrongbacks• on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Slrongbacks to be 14-23.0 27413, 14-24.0 26182, 13-24-0/25182. 13-25-0 20952. 25-26-0/20952. 12-26-0/20952. 12-27-0/12124, 11-30-0/1292, 10-30-0/1292 attached to walls at their outer ends or restrained by other means. 27-28.0/12124.28-29-0/12124.11-29-0/12124, WEBS 1-17-0/13824,2-17--6144/0.2-I6-0/1121 B.3-16--4081/0,3-15-0/6711,4-15--1234/0, 4-14-0/1888, 6-14-0/3404, LOAD CASE(S) Standard 6-13--2153/0, 7-13-0/6439, 7-12--3897/0, B-12-0/I0870, B-11--5983/0, 9-11-0/13139 1) Floor: Lumber Increase-1.00, Plate Increase. 1.00 Uniform Loads (pit) Vert: 10-18--4, 1-9--50 Concentrated Loads (lb) Verl: 10--(123(B) 17--121(F) 16--il 14--18(B) 19--120-1603(B) 21w1503(B) 22--1121(F) 23--1603(B) 21(F) `8) 24--111F 25--606`B) 26--1121 F 27--1206 B9628--11261F29---123(B)30--1121 F 4x5 - 3x5 - 3x4 = 1x4 II 3x4 = 3x5 = 1 4x7 - 2 3 4 5 6 7 4x5 - 4x7 - 8 9 2 2 2 2 W 3 W 3 W 3 W 1 18 17 16 15 14 13 12 11 10 4x4 II 4x6 = 4x5 - 3x5 = 3x8 - 3x5 = 4x5 - 4x6 - 4x4 II 2-1-5 1 3-10-15 5-8-8 7-6-1 9-3-10 1 11 1 -1 1 12-10-13 15-0-2 2-1-5 1-9-9 1-9-9 1-9-9 1-9-9 1 919 Lf 1-9-9 2-1-5 J ` PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO i���`I` 1 I RACTOR TYPE: FGT1 B-4PI SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: Is\ / / esI Tc 0.91 berg m (mc1 I/den L/d verl((LL)) -0.2a 14 >870 360 PLATES GRIP 1. Connector plotes are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped galvanized steel. joint. .... , // ,.'' �G / ec 0.99 o.47 Verl(TL) -.015 14 >4S1 240 narr(TLI o.os o n/a a/a A520 206/195 As1off 246 195 / 2. Connector plates are applied to both faces of truss at each Where �(j•,•G�• i (e tMel^•I LOADING DATE: Feb 2012 dimensions are not shpwn, plates are symmetrically placed about joint or as indicated by circles o . � �.: � •- AGO l� % �j CRITERIA: ANSI TPI 1-2007 MATRIx SOUTHERN .3. FVtting, qnd fabricollon shall ge accgmplished using equipment producing snug 1 Ing joints and fu ly embed ed pia es. Q ; - w h •: Version: 10.2d TRUSS 4. Un ess otherwise noted, compression lop chord to be continuously braced by the roof sheathing. F- < - SPACING 0-10-0 COMPANIES 5. The permanent structural restraint shown is to prevent buckling of individual truss member and Is not intended as a bracing plan r the roof structure or as a plan for the the to the building. - �i - LOADING (psf) TCLL 40.0 Plates Increase 1.00 TCDL 20.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr NO 2590 N. Kings Highway Fort Pierce, Fl. 34951 attachment of roof CAUTION: Trus es on be don erou5 Dnd 0pp cause ddamo a an ersonol In ry i( i��1177ppr�Dgrl handed Installed and/or brace tlracing sh wngon thdisp�rawlpqq islUT EKtC IIUN y V \ F>V V BCDL 5.0 Code FBC2010/TP12007 (772)464 4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate In TPI) publication f3CSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handlin installing 4f mettal Iaate connected wood (r sses TPII I ab�eedd al 221g Northe Street \`j / \ �� / Q Q F� �� . Suite 312, lexandria VA 2231411lephone: 00��683-1610 E-mail: Info@lpinsl.org S 5 � Reed all manufacture's WARNINGS enclosed with drawling package. /// �� ARCE ENGINEERING Standard Pacific 6511 QTY. 4 LUMBER BRACING NOTES TC 2 x 4 SP Na.2 TOP CHORD Structural wood sheathing d;reelly applied or 3-2-5 1) Unbalanced roof live loads hove can considered for this design. BC 2 x 4 SP No.2 cc purlins. 2 Wind: ASCE 7-f0: 17Omph(3sec gust)Vosd 32mllh: h.2711. TCDL-6.Opsf; 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 5-9-14 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 WF x 4 SP No.3 bracing. for MRS for reactions specified. SLIDER Left 2 x 4 SP No.3 2-6-6 3 This truss has been des;gned for a 10.0 pst bottom chord five load nonconcurrenl with any other live loads. 1 - Ply 4 Reler to g;rder(s) Ior Iruss Io Iruss connecl;ons. REACTIONS (lb/size) 1-1125/Mechonical, 6-1257/0-8-0 5 Provide mechanical conneelion (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Max Harz 1--143(LC 7) (jl-lb) 1-429, 6.611. Max Uplift 1--429(LC 4), 6--61 l(LC 5) LOAD CASE(5) Standard IORCTOP CE ORD) 1!2- 2J89% 200 T2�J-a2312I12?7�JIb4=r Ie144 x1135 �4e5shown. 2 / 2286 1158. 5-6--2583/1250 BOT CHORD 1-10--960/2155,9-10--613/1613. 8-9--61J/1613. 6-B--1006 2356 WEBS 3-10--353/307,4-10--227/578. 4-8--254/732. 5-8--453/350 4-11-2 9-11-12 15-0-6 20-10-12 22-2-1 4-11-2 5-0-10 5-0-10 5-10-6 1-4-0 5x4 - 4 4x6 - — 3x6 - 3x4 - 3x4 — 3x4 - 6-3-15 13-7-9 20-10-12 6-3-15 7-3-10 7-3-3 mac_ PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ffF_CT' N'CRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: v. I 1— i �i c5l 'Sc I. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better hot —dipped steel. �� •' • • • oii wa oolvonized 2. Connector plates are applied to both faces of truss at each join(. Where C- ` •G�5 6.25 (Mold•) LOADING dimensions are not h It, plates are symmetrically placed about joint or as indicated by circlest�o� b 3 using equipment producing snug `�' ,' C: �� - Q CRITERIA: At SOUTHERN IY inlgjointsfand fully gmbedded pla�esplished u h l� - TRUSS 4. Un ss otherwise noted, compression top chord to be continuously braced by the root sheathing. F— << — COMPANIES S. The permanent structural restraint shown i to prevent bucklingof individual truss member and is not Inlended aS a bracing p)an for the roof structure or as a plan for the attachment of the root to the building. — N — LOADING (pea TCLL 30.0 TcoL 15.0 DOLL 0.0 2590 N. Kings Highway Fort Pierce, FI. 34951 CAUTION: Trusses on be don erou5 and cog copse dome a on personal in r f i r�Re�I handled Installed and/or braced. drocing sh wn on thiisdrowiPq is�l( 1j EATH8N y �TPI) i � U � i •' BCDL 10.0 772 4G4-4160 Fax: 772 318-0015 I ) ) BRACING. Refer to the Truss Plate Institute publication HCSI 2005 BUILDING r nuvnNFNT cAFI Tv 1N nRMATION Guide to ood practice for handlin inslollin wood lr sses . TPI�%S I9�l6e at: �1f}North L,eej Street /// OF yo 22314. 1pelepphone: 03 6 101 a —moll: In o@tpinst.org / 5 5 1. WARNINQS enclosed with drawing package. // N TYPE: D5 DErt ;n Poe) 1/d1" L/d PLATES GRIP Varl Ll —0.12 6-10 999 ]60 Vert TL —0.34 8-10 >734 NU A520 246/195 14 rr TU 0.08 6 /a /a ASISH 246/195 wind LL 0.16 6-10 >999 240 SPACING 2-0-0 Plates Increase 1.00 Lun,berincreasa 1.25 Rep Stress lner YES Code FBe2010/TP12007 Version: 10.2d ARCE ENGINEERING Standard Pacific 6511 QTY. 1 LUMBER BRACING TC 2 X 4 SP No.2 -Except' T3 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied, except NOTES 1)) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd•132mph; h-2711; TCDL-6.Op5f; BCDL-6.0pel; Category II; Exp C; enclosed; MWFRS (low-rise) BC 2 X 4 SP No.2 WS 2 X 4 SP No.3 SOT CHORD end verticals. Rigid ceiling directly applied or 5-2-10 oe 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 bracing. 3) for MWFRS for reactions specified. Provide odequale droinage to prevent water pending. 1 _ply REACTIONS (lb/size) to- 1131/Mechonicol, 5-1293/0-8-0 4 This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. Max Horz 10--190(Lc 7 - Max Uplift 10--434(LC 4;, 5--610(LC 5) - 5 6 Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 434 It, uplift at joint 10 and 610 lb uplift of joint 5. FORCES (Ib) - Mom. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--2162/1047.3-4--2298/1159. 4-5--2577/1234 LOAD CASE(S) Standard SOT CHORD 9-10--1241/2413, B-9--664/1681. 7-.8--664/1681. 5-7--987/2347 WEBS 2-10--2667/1651,2-9--594/541,3-9--73/425. 3-7--220/720. 4-7--442/311 0 I I 0 I I In 2-3-15 10-2-12 2-3-15 7-10-13 4x8 = 4.00 F12 3 15-3-6 5-0-10 21-1-12 22-5-1 5-10-6 1-4-0 10 9 8 / 3x6 - 4x5 - 4x4 = 3x4 = 3x4 = 6-6-15 6-6-15 13-10-9 21-1-12 7-3-10 19 7-3-3 1 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TOitH t 1& ACTOR TYPE: D5E SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better \\ / / �� "" cs, TC 0.93 sc o.7z Ora is (IOC) I/dell L/4 "an Ver{(LL) -0.11 7-9 >999 360 verl(n) -o.3z 7-9 >776 zoo PLATES GRIP AS20 246/195 hot -dipped galvanized steel. Where ,.''r�� G� w9 o.s9 tue. ) Rerr�n3 0.09 s /a /a LL 0.,s 7-9 >999 290 A518N 246/195 2. Connector plates ore applied to both faces of truss at each joint. h about joint or as •G�1 LOADING DATE: Feb 2012 Version: 10.2d dimensions are not wn, plates are symmetrically placed indicated by circles �o� �.: C1• 5 nj Q, aj CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. � (ling Qnd l icatlon shall be occ mplished using equipment producing snug fitIting joints and fully embedded plo�es. l`� -• lL! CO TRUSS a. Unl?ss otherwise noted, compression top chord to be continuously braced by the f00i SllOa tiling. - I- — LOADING SPACING 2-0-0 COMPANIES 5. The perman nt structural restraint shgwn ig toprevenl buckling of individual truss member a' is not Intended as o bracing plan for the roof structure or as a plan tl] ; - �G TCU. 30.o I Ploles Increose 1.00 Soo TcoL 1s.o Lumber Increase 1.25 for the attachment of the roof to the building. BCLL o.o Rev stress Incr A 6CDL 10.0 Coda FBC2010/TP12007 2590 N. Kings Highway Fort Pierce, F1. 34951 Trusses cart be don erou$ and cog ccopseOdo o e and p¢rsonol in r f i erl handled installed o nd/or braced. �rocing sh wn on this drawlsyg Is!(�1' EfiL��I�N y i Fit y \� (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication l3CSl 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing\\ f me of pl to connected wo2od 114. r sspes .TPI l�s I aced al �18 North L,e7 Street / - // �F , � \ y 3 en�cllosed�witEh drawln glpackage. E Jr � \ /// \� ReaCite d II m�alnufacture's WARNINGS 1 ARCE ENGINEERING Standard Pacific 6511 QTY. 2 LUMBER BRACING TC 2 x 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or NOTES r t)) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 170mph(3sec gu5t)Vosd-132mph; h-2711; TCDL-5.Opst; BCDL.6.Ops1; Category II; Exp C: enclosed; MWFRS (low-rise) BC 2 % 4 SP No.2 SOT CHORD 3-1-11 oc Purl;ns, Rigid ceiling directly applied or 5-9-7 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 WS 2 % 4 SP No.3 OTHERS 2 % 4 SP No.J for MWFRS for ....lions specified. 3) This Truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 - Ply 4 Provide mech.r.C., connection (by others) of truss to bearing plate capable or withstanding 100 It, uplill al joinl(s) except REACTIONS (ID/size) 2-1314/0-B-0. 6-1314/0-8-0 (jl-Ib) 2-619, 6-619. Mo. Harz 2-130(LC 6) Max Uplift 2--619(LC 4). 6--619(LC 5) LOAD CASE(5) Standard FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--2663/1287,3-4--2364/1175.4-5--2364/1175, 5-6--2653/1267 " SOT CHORD 2-10--1022 2432,9-10--622/1685.8-9--622/1685, 6-8--1022/2432 WEBS 3-10--458/353.4-10--262/730:4-8--262/730, 5-8--458/353 -1-4- 5-10-6 10-11-0 1 15-11-10 21-10-0 23-2-( 1-4-0 5-10-6 5-0-10 5-0-10 5-10-6 1-4-0 5x4 - 4 3x4 - 3x4 - 3x4 - 7-3-3 14-6-13 21-10-0 7-3-3 7-3-10 7-3-3 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO L& W6 RACTOR TYPE: D4 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ / csl \ // TC O.SB "' orFL. in Der) I/dell L/d PLATES GRIP Verl(Ll -O.1. 8-10 1999 360 zoo 1. Connector plates ore fabricated from 20 gouge ASTM A653/653M Grade A or better hot -dipped galvanized steel. Where / ec o.73 ?� / we o.2e facto.) �Cj • verl(ni -0.36 8-10 >703 A520 2a6/195 wer. n o.09 B 999 /e As1aH 2a6/195 wmeiLL� o.ls a-lo >999 i�o 2. Connector plates ore applied to both faces of truss at each joint. dimensions are net h wn, plates ore symmetrically placed about .joint or as ?0� \ . �\• ,. �, Fj \j i LOADING DATE: Feb 2012 SOUTHERN indicated by circles 3. � hint, qnd fabrication shall be acc mplished using equipment producing snug. fIYting and fully embedded plo es. Q �J� •• 41a CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d W Fj TRUSS joints 4. UnlPss otherwise noted, compression top chord to be continuously braced by the roof shed thing. LOADING (psf) SPACING 2-0-0 COMPANIES 5• The permanent structural restraint shown ig fo .event buckling of individual truss member and Is not intended as a bracing plan for the roof structure or as q plan - TCLL 15.0 1 �i - rcDL 1s.o BCLL 0.0 rIncreas 1.00 25 Lamberin..eaee 1.zs Lumber Rep stress Inc. YES for the attachment of the roof to the building. CAUTION' ,. \ BCOL 10.o 007 case FBC2010/TP12007 2590 N. Kings Highway Fort Pierce, Fl. 34951 Trus es art be dan erou5 and ca�1 copse demo a on ersonal jn ry jf i�pr R rl handled Installed o nd/or bracetl. tlracmg sh wngan thdispdrowi)�gg IsIUT (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plole Institute �TPI) publication f3CSl 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing metal connected wood tr sses TPI�I� I9paced at• North Lee Slrpeet \ ///i 0FE Qf plate . 61f3 JJuice a12, Alexandria VA 22314. �elephone: 03/ 6 1f51 E-moll: Into@t inst.or g S 5,Q / \ Read call all WARNINGS enclosed with dmwlna Package. f ARCE ENGINEERING Standard Pacific 6511 QTY: 1 LUMBER BRACING NOTES 7C 2 x 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-2711; TCDL-6.Opsh BCOL-6.Opst; Category Ili Exp C; enclosed; MWFRS (low—rise) Bc 2 x 4 SP No.3 oc purlins, except end verlicols. 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 we 2 x 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS for reactions specified. OTHERS 2 x 4 SP No.3 bracing. 2) Provide adequate drainage to prevent water ponding. 1 — ply 3 This truss has been des;gned for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. REACTIONS (lb/size) 1-192/9-8-0, 4-304/9-8-0, 5-452/9-8-0 4 Coble requires continuous bottom chord bearing. Mow Harz 1-74(LC 4) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint 1, 134 lb Mox Uplift 1--73(LC 4), 4--134(LC 5), 5--203(LC 4) uplift at join) 4 and 203 Ito uplift of joint 5. FORCES (lb) — Max. Comp./Max. Ten. — All forces 250 (lb) or less except when shown. LOAD CASE(S) Standard TOP CHORD 1-2--315/151 B0T CHORD 1-5--198/284 WEBS 2-5--356/339 4-0-0 4-0-0 4.00 12 5x4 - 2 9-8-0 5-8-0 2x6 II 3 2x4 s 1 x4 II 2x4 II 9-8-0 9-8-0 f STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ERECTLOWCOTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates ore fabricated from 20 gouge ASTM A653 653M Grade A or better p 9 9 / hot -dipped galvanized steel. 2. Connector plates are applied to both faces of truss at each 1'0inl. Where dimensions ore not h wn, plates are symmetrically placed about joint or as iCCndicated by circles f4 �� / ,• 3iC ! `�' • ( p�� l� Cs1 Tc o.eT BC 0.42 we 0.12 LOADING SOUTHERN 3. f�t�nggjoln qbd fully embedded platesPlished using equipment producing snug o Q -i r`� t� CRITERIA: AI TRUSS a. Unlles healhl wise noted, compression top chard to be continuously braced by the roofS !� — COMPANIES 5. The permanent structural restraint shgwn is to prevent buckling of individual truss member and is not Intended as a bracing plan fr the roof structure or as a pion — u7 T — LOADING (psf) rcLL 30.0 TCDL 15.0 for the attachment of the roof to the building. CAUTION BCLL 0.0 RCOL 10.0 2590 N. Kings Highway Trusses can be don erouS and o��l cause ddomo a on ersonol inp�ryy f i r1p1 D rl i V Fort Pierce, Fl. 34951 handled Installed o nd/or brace Cracing sh wn on thiisptlrowing is NUl' ERtI �U�I y (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication eCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guirje to good practice for handling installing i� �` \\� Qf mettal pIXte connected wood tr�1sses . TPI I I9 ated 0t' 21g North L.e Street /� QF \ Suite 312, Alexandria VA 22g314, tale hone: (03�683-1010 E—mall: In�o�lpinst.org / �S 5 Read all manufacture's WARNINGS enclosed with drewln ecka e. TYPE: HHV98 DEFL I. (loc) I/den L/d PLATES GRIP 99. Horr((70 0.00 4 n/a n/a l520 246/195 ASI8H 246/195 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress lner YES Code FBC2010/TP12007 Version: 10.2d 14 ARCE ENGINEERING Standard Pacific 6511 QTY. 1 LUMBER BRACING NOTES TC 2 X 4 SP No.3 TOP CHORD Structural wood sheathing directly applied. except 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-2711; TCDL-6.Opsf: BCDL-6.Opsf: Category 11; Exp C; enclosed; MWFRS (low—rise) BC 2 X 4 SP Na.3 end verticals. and C—C Inlerior(1) zone; Lumber OOL-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 10-0-0 oc for MWFRS for reactions specified. OTHERS 2 X 4 SP No.3 bracing. 2 Provide adequate drainage to prevent water pending. 1 — Ply 3 This truss has been designed for a 10.0 psf bottom chord live food nonconcurrenl with any other live loads. REACTIONS (lb/size) 1-236/11-8-0, 5-301/11-8-0. 6-632/11-8-0 4 Gable requires conlinuous bottom chord bearing. Mox Harz 1-169(LC 4) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 1. 133 Its Me Uplift 1--64(LC 4), 5--133(LC 4), 6--306(LC 4) uplift at joint 5 and 306 lb uplift of joint 6. FORCES (lb) — Max. Comp./Mox. Ten. — All forces 250 (lb) or less except when shown. LOAD CASE(S) Standard WEBS 2-6--502/448 1 3x4 LATE: SIMPSON STRONG -TIE SEALING OF t. Connector " hot—dippe�g 2. Connector pl< dimensions ai i�ndicated by I SOUTHERN 3' �nlggjotntsf TRUSS 4• Unless roof sheothinealhin 5. The permonel COMPANIES member for the o 2590 N. Icings Highway Trusses I Fort Pierce, Ff. 34951 handled (772)4644160 Fax:(772)318-0015 BRACING 8-0-0 11-8-0 8-0-0 3-8-0 3x4 — 2x6 II 3 4 4.00 12 tx4 IILl 2 T1 W1 T1 6 5 1x4 II 2x4 II 11-8-0 11-8-0 FURNISH A COPY OF THIS TRUSS DESIGN TO E•RF-64 INI&NTRACTOR RUSS DESIGN BASED UPON THESE DESIGN CRITERIA: :s are fabricated from 20 gouge ASTM A653/653M Grade A or better ionized steel. s are applied to both faces of truss of each joint. Where not h wn, plates ore symmetrically placed about joint or as cles ko). \` P►K I L' R ' /� �� ""' �/� ' a{f . �\• X% `� , , C CS1 we o:'e (Ma1ri.> LOADING ricotlon shall be acc mplished using equipment producing snug d fully embedded planes. / 111 5 CRITERIA: Al e noted, compression lop chord to be continuously braced by the 4! : { Z - structural restraint shgwn is to revent buckling of individual truss not in ended as a bracing plan for the roof structure or as a plan lent of the roof to the building. — N 1 — (PSI) iciolNc 30.0 TCDL 150 BCLL 0:0 CAUTION: don erouS and g covse damage on eersogal in ryy f irtrt��pp110RR2r1 d and/or braced. dracing sh wn on thiispdrowipl99 isW& ERt( IIUN y �TPI) i i �� �.' F�- �`� ecDL 10.0 to the Truss Plate Institute publication f3CSl 2008 BUILDING FETY INFORMATION. Guide to good practice for handling installing North L.n(ottpintsl.org :onnecled wood tr�1�ses . TPI�1,y0lgf%1Sjl .•' 1t61618 )ndria VA 22314. le ephone: 3l1 33 E dif Ifacture's WARNINGS enclosed with n ecke e. TYPE: HHV118 DER (toe) I/de11 L/d PLATES GRIP Varl(((((((L83 n/o 999 Hor1'(TL) 0. U 5 n%o �%p A520 246/195 A518H 246/195 1-2007 MATRIX Version: 10.2d SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep stress lacy YES Code FBC20IO/TP12007 LiI ARCE ENGINEERING Standard Pacific 6511 QTy' 1 LUMBER BRACING NOTES TC 2 X 4 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 No.3 end verticals. 2) Wind: ASCE 7-10; 170mph(3sec gu3l)Vosd-132mph; h-2711: TCOL-6.Opsf; BCDL-6.Op3l; Category II: Exp C; encloeetl: MWFRS (low-rise) WB 2 X 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 ac 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 bracing. for MWFRS for reactions specified. 1 _Ply 3 Provide odequale Orainoge to prevent woler ponding. REACTIONS (1b/size) 1-311/13-8-0. 5-252/13-8-0. 6-826/13-8-0 4 This truss has been designed for a 10.0 psf bottom chord live food nonconcurrenl with any other live loads. Max Harz 1-264(LC 4) 5 Cable requires continuous bottom chord bearing. Max Uplift 1--69(LC 4), 5--117(LC 4), 6--411(LC 4) 6 Provide mechanical conneclion (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 1. 117 lb uplift at joint 5 and 411 lb uplift at joint 6. FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-6--646/555 LOAD CASE(5) Standard 3x5 12-0-0 13-8-0 12-0-0 1-8-0 13-8-0 13-8-0 3x4 = 2x5 II 3 4 1.5x4 II PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO RqY 1 d ACTOR TYPE: HH138 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: / Csl TC 0.95 CEFL M (I-) 1/de^1 L/d Yerl(LL) n/e /e 999 PLATES GRIP I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better Q, ""'' // '' ec 0.e1 x0re1 o.za verl(n) /e - a/a 999 Harr(rL) o:oo s n/e n/e AS20 246/195 ASISH 246/195 hot-dlppegolvanlzed steel. 2. Connector plates are applied to both faces of truss at each hint. Where �C d(j ,•G� dimensions are not h wn, plates are symmetrically placed a�Tout joint or as indicated by circles . \ �_ `� : C. (�� `O LOADING DATE: Feb 2012 10.2d SOUTHERN 3. fil��nggjolnfts ondcfully embedded plo�es,lished using equipment producing snug b pp 4 ; h �_ Ic1 CRITERIA: ANSI TPI 1-2007(MATRIX)Version: TRUSS TRUSS a. Un ess otherwise noted, compression top chard to be continuously braced by the r o sheathing. —_ f < LOADING (psf) SPACING 2-0- COMPANIES The permanent slruclurol restraint shown is to revenl buckling of individual truss member and is not intended op a bracing plan for the roof structure or as o plan building. (j3 _ TOLL 30.0 TOOL 15.0 BCLL 0.0 Plotes Increase 1.00 Lumberinareaee 1.25 Rep Sbese Incr YES 2590 N. Kings Highway for the attachment of the roo to the AcalTseOd ma in f t I i \ '4 SCOL 10.0 Code FBC201O/TP12007 Fort Pierce, Fl. 34951 h41 Trus es ( a be don erou and tail a and personal r 1 2 anded ms�alled an�/or Uraced. tlracing sh wn an this tlrowlnyy isl(�11 Elul �U y Plate Institute �TPI) tlCSI 2008 BUILDING F (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss publication COMPONENT SAFETY INFORMATION. Guile to good practice f2orghandlin installing 4f metal aline connected wood lr sses TPI�1)S014F683-1tb101 �nfo�lpinlsl.org / // �� Lf� . Suite 12, Alexandria VA 220314. 1Pelephone: J/ ENma1I Road all manufacture's WARNINGS enclosed with drawln ecka v. / ARCE ENGINEERING Standard Pacific LUMBER TC 2 X 4 SP No.3 BRACING TOP CHORD Structural woad sheathing directly applied or 2-2-0 BC 2 X 4 SP No.3 oc purlins, except end verlicols. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc WB 2 X 4 SP No.3 OTHERS' 2 X 4 SP No 3 bronng. 1 - Ply REACTIONS All bearings 14-4-12. (lb) -Mos Harz 1-347(LC 4) Moe Upiill All uplift 100 lb or less at joint(s) eweepl 5--141(LC 4). 5--351(LC 4), 7--297(LC 4) Maw Grov All reocGons 250 Ih or less at joints) I except 5-280(LC 1). 6- LC 1), 7-537(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2--398/29 WEBS 3-6--580/509, 2-7--446/422 'I 0 14-4-12 14-4-12 11) QTY. 1_ NOTES 1) Wind: ASCE 7-10; 170mph(350C gusl)Vosd-132mph; h-Z711; TCOL-6.Opsf; BCDL-6.Op3l; Category II; Exp C; enclosed; MWFRS (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 reacliona specified. 2 This truss has boon designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3 Coble requires continuous bottom chord bearing. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 lb uplift at joint 5. 351 lb uplift at joint 6 and 297 It, uplift at joint 7. LOAD CASE(S) Standard 2x5 II 4 JX4 i 1 x4 II 1 x4 11 1.5x4 II 14-4-12 14-4-12 Ac -ATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO & i5M 16 RACTOR TYPE: MV158 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ / V' P • • • ' tt esI Tc o.93 DLFL (loe) I/de11 ven�u; n�o - n/e TL /o - n/a L/d 999 999 PLATES GRIP t. Connector lutes are fabricated from 20 gauge ASTM A653/653M Grade A or better p ��\ . / \ JjL j Bc O.x� 0.19 vert - Horr(TL) 0.00 5 n/o /a A520 246/195 g518H 246/195 hot-dl ed galvanized steel. PP 9 2. Connector plates are applied to both faces of truss of each 'oint. Where � \ C G\ (Nolri.) (. - _ LOADING DATE: Feb 2012 dimensions are not h wn, plates ore'symmetrically placed a. joint or as indicated by circles �o� .' 1� ' CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. � ttin qnd fobricotion shall be accomplished using equipment producing snug. fI� Inggj'oints and fully embedded plates. ,• ��� Q� '�. 0 '. �.1.: �. / h Version: 10.2d TRUSS 4. Un ss otherwise noted, compression lop chord to be continuously braced by the roof sheathing. - �' ' S LOADING (Psi) SPACING 2-0-0 COMPANIES 5• The permanent structurol restraint shown is lofprevent buckling of individual truss member and is not in ended as a bracing plan or the roof structure or as a plan - (fl - TOLL 30.0 Plates Increase 1.00 rcOL I5.0 Lumber Increase 1.25 Stress YES for the attachment of the root to the building. CAUTION: 411, ecoi too Code FBC2010/TP12 07 2590 N. Kings Highway B g1 y Trusses con be don erou and Co copse damn a an ersonal in r if i r Q I handled �broced. racing sh wngon th�isPdrawilg IsJ(T ERLC1eIU�I Fort Pierce, Ff. 34951 (772)464-4160 Fax:(772)318-OO15 mslolled and/or BRACING. Refer to the Truss Plate Institute �TPI) publication CSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good preclice for handling ins(011iBy tr�t�ses TPI�t� I9�a�e afb North ( eef Street / � t/ Q �f metal plate connected w2od . 61I u le 312, Alexandria VA 22;14. le egh0ne: OS 6 -1 1 -mail: in o0lpinsl.org' wswn zw,rne ---I ...A —it rix•mwinn nwe�Rse // F� S 5 / / ARCE ENGINEERING Standard Pacific 6511 QTY.,1 LUMBER - BRACING NOTES TC 2 X 4 SP No.2 -Except* T2 2 X 4 SP No.3 TOP CHORD Structural wood sheothing directly applied or 6-0-0 1) Wind: ASCE 7-10; l7amph(3seo gusl)Vasd-132mph; h-2711; TCOL-6.Opsh BCDL-6.Opsf; Category II: Exp C: enclosed; MWFRS (low-rise) BC 2 X 4 SP No.3 oc purlins, except end verticals, and C-C Intertor(1) zone: Lumber DOLwl.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces, and WS 2 X 4 SP No.2 •Excepl• W2 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS for reactions specified. OTHERS 2 X 4 SP N0.3 bracing. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl'with any other live loads. 1 - Ply 3 Cable requires continuous bottom chord bearing. REACTIONS All bearings 14-4-8. 4 Provide mechanical connection (by others) of truss la bearing plate capable or withstanding 143 Ib uplift of joint 7, 346 lb (lb) -Max Harz 10-398(LC 4) uplift at joint 8 and 348 lb uplift at joint 9. Max Uplift All uplift 100 lb or less of joinl(s) except 7--143(LC 4), 8--346(LC 4). 9--348(LC 4) Mox Cmv All reactions 250 lb ar less at joint(s) except 10.257(LC 1). 7-277(LC 1), 8-714(LC 1). 9-453(LC 1) LOAD CASE(S) Standard FORCES (Ib) - Max. Comp•/Mox. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--378/9 WEBS 4-8--589/512, 3-9--388/391 -1-6- 1-6-8 1 x4 1 11 2 O7� 1 0 I 10 2x4 11 9 1x4 II 14-4-8 14-4-8 4.00 FTT 2x5 II 6 1.5x4 II 14-4-8 14-4-8 I - A PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO 'Rt6 I I 1 TRACTOR TYPE: MV178 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: Grade \\ / \ ...... i / IC 16 0.44 VFrl le lIo=> I/aen L80 verl(ll) -0.03 1 n/r "a PLATES GRIP I. Connector plates are fabricated from 20 gouge ASTM A653/653M A or better hot -dipped galvanized steel. joint. � , • r�iM i �(j ec 0..4 we 0.1e ver11L -0.03 1 e/r eo Honin; 0.00 a/a e/a 20 Aszo 246/195 ns16H 246/195 2. Connector plotes are applied to both faces of truss at each Where h ,•��\ (Mot .> Wind LL 0.00 2 n/r LOADING DATE: Feb 2012 10.2d SOUTHERN dimensions are not wn, plates ore symmetrically placed about joint or as indicated b�� circlesllkoj. b 3. f�tfillggj'olnfsfandcfully sh tided cc7mPlished using equipment producing snug �. ,; •. tij �(� Q. ; h O l� CRITERIA: ANSI TPI 1-2007(MATRIX)Version: TRUSS 4. Unl ss otherwise noted, compression top chord to be continuously braced by the g Too 4. sheathing. w := 1-- : < - COMPANIES 5. The permanent structural restraint shgwn is to?,event buckling of individual truss member and Is not intended as o brocing plan for the roof structure or as a plan N �G Lon0lrvc (psf) SPACING 2-0-0 TCLL Jo.1) Ploles IncreO.e 1.00 TCOL. 15.0 Lumber Increase 1.25 for the attachment of the roof to the building. Acopse0ddo BOLL 0.0 Rep sires. Incr YES ecDL 10.o ease FBC2010/TP12007 2590 N. Kings Highway B B Y Fort Pierce, FI. 34951 Trusses can be dangqe�rous and Ca o e and rsonol in ryy if i r R I handled installed anii/or braced. tlracing sh(wn on lhispdrowipp Is lUT ER�C�U y F �- U (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication BCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handlin installingg QQ( mettal plate connected wood trusses . TPI I I9 sled at- 21g North �ee Street / \\ // ()F \0 ' ( 4 Y 7uite 312, Alexandria VA 22g314. Telephone: (TOS _683-1d10 E-mail: info®tpins(.org // �S \\ / Read all manufacture's WARNINGS enclosed with drawing package. / ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 X 4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 BC 2 X 4 SP No.2 oc purllns, except end verticals. WB 2 X 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 6-5-5 oc bracing. OTHERS 2 X 4 SP No.3 1 - Ply REACTIONS (lb/size) 6-375/Mechanical, 2-526/0-8-0 Max Harz 2w269(LC 4) Max Uplift 6w-292(LC 4). 2--397(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3--449/275 SOT CHORD 2-6w-446/364 WEBS 3-6w-400/490 1) QTY. NOTES 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosdw 132mph: 11-2711; TCOL-6.Opsf; SCDLw6.001; Category II; Exp C; partially; MWFRS (low-rise) and C-C Interior(t) zone; Lumber DOLw1.33 plate grip DOLw1.33. This truss 1s designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss hw been designed for 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 3 Refer to girders) for lraee to truss connections. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift of joint 6 and 397 lb uplift at joint 2. LOAD CASE(S) Standard _ —1-6-0 4-1-6 6-11-12 7-2-12 1-6-0 4-1-6 2-10-6 0-3-0 1.5x4 11 5 6-11-12 6-11-12 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO Edf� 6�1 '60INTRACTOR TYPE: MT4 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �� P ' fQ /� cst DER i. (I-) I/d.11 L/d PLATES GRIP Tc 0.51 Vert(LL -0.11 z-6 >729 360 1. ConnectorTlales are fabricated from 20 gouge ASTM, A653/653M Grade A or better �y • • • • �i ec 0.11 v.rl(n� -o.z1 z-4 >x91 zso aszo z46/19s hot—dippe galvanized steel. \ _\ 3iC we o.te H.r LTL8 -0.01 - e ./e /. ASIaH 246/195 2. Connector plates ore applied to both faces of truss at each joint. Where \`'. ��'� (Nmr+•) v4aa a o.00 z i.o dimensions are not h wn, plates are symmetrically placed about joint or as �% J LOADING DATE: Feb 2012 indicated by circles �o� �' rnJ� Version: 10.2d 3. � (tin .qnd fabrication shall be accomplished using equipment producing snug Q 7 '• G1.1 CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN Ri tng9oints qnd fully embedded plates. 4. Un ss otherwise noted, compression top chord to be continuously braced by the It! : : TRUSS ra0� sheathing. - C — LOADING (pal) SPACING ' 2-0-D COMPANIES 5• The permanent structural restraint shown is to revent buckling of individual truss — TCLL 3a.o Plot.e tncreoee o0 member and Is not In ended os a bracing plan (ar the rgof structure or as a pion U1 — TCDL Is.o Lumberincrease �.zs for the attachment of the rooF to the building. BCLL 0.0 Rep Stress Incr 007 CAUTION: ecoL to.o caae Feczolo/TPIzoo7 2590 N. Kings Highway Trusses on be dun erou and CCo��II copse damage and ¢¢rs000l toI��ry if I�r�p rl i Fort Pierce, FI.34951 handle d Installed and/or�braced. tlractng sh wn on lhisptlrawipg is'NVT EIttC�U�J y i �'•' BRACING. Refer to the Truss Plot. Institute TPI) publication ttiiCSi 2008 BUILDING (772)464 4160 FRx:(772)318-0015 _ r r COMPONENT SAFETY INFORMATION. Guile good practice Far handlln�instollinq 4f mettal plate connected mod Ling . TPI I3 I99 qqtgdd at 221g North a Streett Juice 312, Alexandria VA 22314. one: (7D3�bfi3-1b10 E—moil: inelatpinst.org Reed ell manufacture's WARNINGS enclosed with drewin ' ecke e. / / \ ARCE ENGINEERING Standard Pacific 6511 QTY. 1, LUMBER BRACING NOTES ' TC 2 X 4 SP No.2 TOP CHORD structural wood sheathing directly applied or 6-0-0 1) Wind: ASCE 7-to; 170mph(3sec gusl)Vasdw 132mph; hw2711; TCDL-6.Opsf; BCDLw6.OpsF Category 11; Exp C; partially: MWFRS (low-rise) BC 2 X 4 SP No.2 oc purlins, except end verticals, and C-C Interior(1) zone; Lumber DOLw 1.33 plate grip DOLw 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 10-0-0 oc for MWFRS for reactions specified. OTHERS 2 % 4 SP No.3 brocing. 2) Provide odequole drainage to prevent water ponding. 1 -Ply 3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. REACTIONS (Ib/size) 6-375/Meohonkal• 2w526/0-8-0 4 Rater to girders) for truss to truss connections. Mox Harz 2-220(LC 4) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 275 Ib uplill at joint 6 and 419 Mox Uplift 6--275(LC 5)• 2--419(LC 4) It, uplift at joint 2. FORCES 0b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except *hen shown. LOAD CASE(S) Standard TOP CHORD 2-3w-332/137 PLATE: SIMPSON STR SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Ft. 34951 (772)464-4160 FBx:(772)318-0015 -1-6-0 5-0-0 6-11-12 7-2-12 1-6-0 5-0-0 1-11-12 0-3-0 4x4 - 2.5x4 II 3 4 5 2x5 = — 11 5-0-0 6-11-12 5-0-0 � 1-11-12 A 19- a -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO r;Ak6 1 111I I CWTRACTOR TYPE: HH5 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: `� / f " �� esi TC 0.92 oErL ie (lee) I/ee11 L/e Vert(U.) —0.04 2-7 >999 160 PLATES GRIP 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-dippe galvanized steel. Connector applied to both faces of truss of each joint. Where ` �C/'••G�' •. ( Bc 0.59 wa o.oe (Ne"I verl(il) —0.11 2-7 >719 2e0 �arr(TL) 0.00 5 e/a n/a r6ne LL o.07 2-7 >999 240 AS20 246/195 AS16H 246/195 2. plates are dimensions h wn• are symmetrically placed about joint or as �• }j i LOADING DATE: Feb 2012 ore not plates indicated by fo� Cl , nj •• CRITERIA: ANSI TPI 1-2007 MATRIX circles 3. � tting. qnd fabrication shall be acc7mplished using equipment producing snug fIY�ing joints qnd fully embedded pla es. Q- O Version: 10.2d 4. Un ss otherwise noted• compression top chord to be continuously braced by the Too sheathing. (� _ _ LOADING (Psi) SPACING 2-0-0 5. The permanent structural restraint shgwn is to �revent buckling of individual truss member and is not Intended as o bracing pion ror the roof structure or as a plan V) ; !G TCU. 30.o Pioles Increase 1.00 TCOL Is.o Lumber lncreose 1.25 for the attachment of the roof to the building. V\ Incf BCLL o.o Rep slrese BCC rEs BCDL 10.0 Cotle FBC2010/TP12007 Trus es pa be don erou and ap copse ldama a and p rso9ol in Nryy if i�17p p rl handed Installed and/orsbroce� tiraa glsh wngon this �rawlPg is NOT EHtLI�IU�J y Q'••' FL BRACING. Refer to the Truss Plate Institute TPI) publication SCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Cube to good practice for handling installing f trusses TPI I I9 a�ed at, z16 North Lee Street t12, % {, ... i/ Q N� / F , \ metal plate connected w2od . Suite Alexandria VA 22314. Telephone: 00,3�6 3-101u E-moil: info®lpinst.org aIIN[i5 S 5 \\ \ e__a ...e .•..,....e.........er� wAD anelnseed with drawlna nackaaa• 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 oc purlins, except end verlicols. 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 broc;ng. 1 - Ply REACTIONS (Ib/s;ze) 6-370/Mechanical, 2-529/0-8-0 Max Harz 2-152(LC 3) Max Uplift 6--273(LC 4), 2--434(LC 5) FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--579/300. 3-9--478/291, 4-9--478/291, 4-6--333/267 BOT CHORD 2-7.-311/484 WEBS 4-7--302/495 1 QTY. 1 NOTES 1) Wind: ASCE 7-10; 170mph(35ec gusl)Vosd-132mph; h-2711; TOOL-6.Opst; BCDL-6.Ops1; Category II; Exp C; partially; MWFRS (low-rise); Lumber DOL-1.33 plot. grip DOL-1.33. 2) Provide adequate dro;nage to p,.-nl water ponding. 3 This truss hoe been designed for o 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4 Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25. Plate Increase-1.00 Uniform Loads (p11) Vert: 1-3--90, 3-4--90. 4-5--90, 2-6--20 ConcentratedVert: 3-3(B)oads b7--17(B) 9.21(B) 10--6(B) -1-4-0 3-0-0 6-11-12 7-2-12 1-4-0 3-0-0 3-11-12 0-3-0 4x4 - 4x4 = 3 g 4 5 Zx4 = 3-0-0 6-11-12 3-0-0 3-11-12 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO E&16�V NTRACTOR TYPE: HH3 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ / csl DEFL ' floc) IIdea Lid PLATES GRIP ). Connector laces are fabricated from 20 gouge AS A653/653M Grade A or better \tip P . �/ Tc o.,7 verl(LL) -0.03 6-7 >999 240 p / BC 0.21 Verl TLl -0.03 6-7 >999 2,0 AS20 246/195 hot -dipped alvanized steel. r JjL we o.ls Harr(TL) d.ao s n/9e /a As 18H 246/195 Q � . •' • �-,1 F (M.lri�) Wind(LL) 0.01 7 >999 7,0 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 ' 4 LOADING DATE: Feb 2012 indicated by circles 0� �' �' 3. � tting qnd fabrication shall be occ mplished using equipment producing snug 4� �O 11.1 CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d SOUTHERN fI ting joints and fully embedded pla�es. 4. Unless otherwise noted, compression top chord to be continuously braced by the 17 f h ; - TRUSS roof sheathing. ►- C - Loaowc (psi) SPACING 2-0-0 COMPANIES 5• The permanent structural restraint shown is to��revent buckling of individual truss / - TCLL 30.o Plateelntreo:. 1.00 member and Is not intended as a bracing plan or the roof structure or as a plan `i - TCDL 1s.o Lumber Increase 1.25 for the attachment of the roof to the building. BCOL o.o Rep Stress InerSC2 No CAUTION: \ BCOL o.o cads FBC2010/TP120a7 2590 N. Kings Highway Trusses fan be dangerous and opp copse damage on eersonol 'n ryy if i��rr��ppr RR I Fort Pierce, Ft. 34951 handled Installed and/or brace tlracing sh wn on thiisptlrowipg is0l EFitC�IU y i (772)4G4-41G0 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication t CSI 2008 BUILDING j F t- • •' �v COMPONENT SAFETY INFORMATION. Guide to good practice for hondling installing // /� �f me�ol plate connected wood tr sses . TPI(I I9�ale� at; 611North eel Street // QF ulte 12, Alexandria VA 22314. �elepphone: 03 68 -1 1 t-moll: In o@tpinsl.org / S rj Reed ell manufacture's WARNINCi3 enclosed with drawlina Dackaue. // ARCE ENGINEERING Standard Pacific 6511 QTY. 1 LUMBER BRACING NOTES TC 4 % 2 SP No.2 'Except' T2 4 X 2 SP SS TOP CHORD Structural wood sheathing directly applied or 5-0-0 1)) Vnbolonced floor live loods have been considered for this design. BC 4 % 2 SP SS oe purlins, except end verticals. 2) Recommend 2x6 slrongbocks, on edge, spaced at 10-0-0 oc and loelened to each truss with 3-I6d nails. Strongbacks to be BC 4 % 2 SP S BOT CHORD Rigid ceiling directly applied or 10-0-0 oc attached to walls of their outer ends or restrained by other means. 1 - Ply brocing. 3) Cap between inside of lop chord bearing and first diogonol or vertical we shot] not exceed 0.500in. REACTIONS (ib/site) 1-1013/0-4-0, 11.433/0-4-0. 14-1371/0-3-8 4 CAUTION, Do not erect truss backwards. Max Grov 1-1016(LC 7). 11-521(LC 4). 14-1371(LC 1) LOAD CASE(5) Standard FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2--1512/0,2-3--1509/0, 3-4--2492/0, 4-20--2492/0, 5-20--2492/0. 5-6--2492/0. 6-7--2492/0. 7-8--500/211. B-21.-500/211.9-21.-500/211,9-22--674/0, 10-22--674/0, 10-11--676/0 BOT CHORD 1 7-18-0/2314. 16-17-0/2314, 15-16-0/2492. 14-15-0/1536. 13-14-0/674 WEBS 2-IS.-290/0. 1-10-0/1732. 10-13•-330/0, 11-13.0/773,B-14--361/0,3-IB.-940/0.3-I6.0/373. 7-14--1593/0, 7-15.0/1173 5-15--479/0, 9-14--577/0 0-4-4 2-6-0 5x5 = 3x4 II 2-5-0 1x4 II 3x5 = 3x4 = 1x4 II 3x6 FP = z 4 90 5 6 7 1x4 II 3x4 =3x4 II 5x4 = 8 21 9 22 10 11 19 18 1x4 II 4x7 = 0-4-4 0-4-4 PLATE: SIMPSON STRONG -TIE SEALING OF 1. Connector plc hot —dipped QQ 2. Connector pR dimensions at indicated by I .�g�ofSOUTHERN lingjints TRUSS thery 4- Unless eothin roof sheathfn COMPANIES 5• The r ongi Ahemntl for the DUE 2590 N. Icings Highway Trusses ca I Fort Pierce, FL 34951 (772)464-4160 Fax:(772)318-0015 handled Insic COMPONENT i 17 16 15 3x6 FP = 3x4 = 3x4 - IN 13 12 3x5 = 3x4 = lx4 II I.- 15-10-0 22-1-12 22— —0 15-5-12 �[�� 6-3-12 0-4-4 FURNISH A COPY OF THIS TRUSS DESIGN TO 8,M IA1 RACTOR TYPE: FT3B DESIGN BASED UPON THESE DESIGN CRITERIA: P / • ../ esl TC 0.66 OrFL In (i°°) i/dell ven(u.) —0.3016-16 >623 L/a 36d PLATES GRIP Dricoted from 20 gouge ASTM A653/653M Grade A or better `\\ • . •' ` BC 0.61 WB O.B2 Verl TL)—0.3416—IB >340 Horr(TL) —0.03 It n/o MO n/a As2o 246/195 AS1BH 246/195 plied to both faces of truss at each Joint. Where in, plates are symmetrically placed about joint or as !(j`• •' �Ci�-(� �' / �' �h ("°air) LOADING DATE: Feb 2012 shall bbe occ mplished using equipment producing snug nbedded es. • 4 ; �� LL iLh CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d plo compression top chord to be continuously braced by the f i LOADING (psf) SPACING 2-0-0 of restraint shown is to prevent buckling of individual truss nded as a bracing plan fr the roof structure or as o plan — N — rcLL ao.a Plates Increase 1.00 TCDL 20.0 Lumber Increase 1.00 Rep Stress Inor VEs he roof to the building. / \ \ V BCLL 0.0 BCDL 5.0 Code FBC2010/TP12007 ustand g ccauseOdomoge and psonol in r�T(E p��g�rly f rOCe racing sh Wn On this SrOWl�l IS BUILDING i '• Q— .' F� ,• russ Plate Institute TPI) publication f3gCSl 2008 ORMATION. Guir a to good practice for hondlinq installing d lrs�)Sses 15 Ip a�e� oO North Lei Street ��/ i Op \0 wood .TPI �1 4 22314. le ephone: 00'35 -1 1 -mail: m o@lpinst.org pIN�S drawing /// e't WAR enclosed with package.. ARCE ENGINEERING Standard Pacific 6511 QTY- LUMBER BRACING NOTES TC 4 X 2 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-2 1) All plates are A520 plates unless otherwise indicated. BC 4 X 2 SP SS ac Duriral except end verticals. 2 Recommend 2.6 strongbacks, on edge, spaced at 10-0-0 oc and laslened to each truss with 3-16d nails. Strongbocks to be WB 4 % 2 SP No.J •Except• w2 4 % 2 SP No.2, W2 4 X 2 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc attached to walls al their outer end! or restrained by other moons. 1 - ply bracing. 3) Cop between inside of lop chord bearing and first diagonal or vertical web shall not exceed 0.500in. REACTIONS (lb/size) 1.1408/0-4-0.11-1408/0-4-0 LOAD CASE(5) Standard FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2•-2168/0.2-3--2165/0, 3-4.-4594/0. 4-5•-4594/0.5-6•-4955/0.6-7.-4592/0.7-8•-4592/0. 8-9•-4592/0, 9-10•-2164/0 10-11.-2167/0 BOT CHORD 17-18.0/3625.16-17-0/3626,15-16-0/4956. 14-15-0/4956. 13-14-0/3627 WEBS 2-18•-296/0, 1-18-0/2485, 10-13•-295/0,11-13.0/2484. 3-1111704/0,3-16-0/1130. 4-16.-328/0. 9-13•-17a8/0. 12 9-14.O/16,7-1- 4.-315/0. 6-14.-424/0.5-16.-419/0 0 I 0-4-4 2-6-0 1- , 11�0 0 H 4 r �1 6x6 = 3x4 II 3x5 = 1x4 II 3x4 = 3x4 = n 1 4 5 6 id bb- Wh klhh. 19 18 1x4 II 4x8 = 0 -�4 0-4-4 PLATE: SIMPSON STRONG -TIE SEAL I. Con hot 2. dim SOUTHERN mdi 4.411 TRUSS COMPANIES 5 The foe 2590 N. Kings Highway Tru. Fort Pierce, FI. 34951 han (772)464-4160 Fax:(772)318-0015 CO) 3x5 = 1x4 II 3x6 FP = 7 8 9 3x4 II 6x6 = 10 11 17 16 15 14 13 12 3x8 AS 18H FP = 3x6 = 1 x4 II 3x6 = 4x8 = 1 x4 II 22-1-12 22- -0 z f 0-4-4 �i tr9- 21-9-8 FURNISH A COPY OF THIS TRUSS DESIGN TO Ed &"6 WTRACTOR TYPE: FT3A DESIGN BASED UPON THESE DESIGN CRITERIA: \\ P. /� // csl Tt 0.75 0rr� ; (lee) Veen verl LL —0.32 15 1822 >421 Lya 360 2eo PLATES GRIP AS20 246/195 Sricoted from 20 gauge ASTM A653/653M Grade A or better heel. Y Bc o.s7 wB 0.7o 14.1 n-0.1214-11 Horr(TL) —0.12 11 n/a nya AS 18H 246/195 plied to both faces of truss at each joint. Where vn, plates ore symmetrically placed about joint or as •' �\ i G, yi i LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX shall a accom fished using equipment roducin snugr0� b p 9producing Q. 1� Version: 10.2d nbedded ploteS. compression top chord to be continuously braced by the LOADING (psl) SPACING 2-0-0 of restraint shgwn is to revent buckling of individuol truss Tded as a bracing plan for the roof structure or as a plan — N 1 - TCLL 40.0 Pioles Inereose 1.00 TCDL 20.0 L—ber Increase 1.00 BOLL 0.0 ReD Stress incr YES he Tool to the building. CAUTION: V \ BCDL 5.0 Cade FBC2010/TP12007 u9 and a copse dome a an Brsonol in r if i r rl r brace tlracing sh wngon thispdrowingq isjQ11' Elfffllb y i \ FL russ Plate Institute �TPI) publication BCSI 2008 BUILDING ORMQA�TION. Guile to good practice fp2orgghondling instollinq\\\L� j •. •' T' \� �// OFESrJ� d22314�rleleehonePl(1/03)683-1tb101ENmail: ienloS inst.org \� // \\ e's WARNINGS enclosed with dmwln package. r ARCE ENGINEERING Standard Pacific 6511 QTY. 4 LUMBER BRACING NOTES TC 4 X 2 SP SS •Except• T1 4 X 2 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-6 1 Unbalanced floor live loads hove been considered for this design. BC 4 X 2 SP No.2 •Except' 82 4 X 2 SP SS, 82 4 X 2 SP SS oc purlins, except end verticals. 2 All plates are AS20 ploles unless otherwise indicated. WB 4 X 2 SP No.3 •Except- W2 4 X 2 SP No.2, WS 4 X 2 SP No.2. WS 4 X 2 SP N0.2BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 3 Refer to girder(s) for truss to truss connections. 1 - Ply bracing. 4 Recommend 2x6 strongbccks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d roils. Slrangbocks to be REACTIONS (lb/size) 13-1609/Mechanical• 1-1609/0-4-0 attached to wells at their outer ends or restrained by other means. 5) Gap between inside of top chard bearing and first diagonal or vertical web shall not exceed D.500in. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 6) CAUTION. Do not erect truss backwards. TOP CHORD 1-2--2606/0.2-3--2603/0. 3-4--5836/0. 4-5--5836/0. 5-6--6646/0, 6-7--6646/0. 7-8--6646/0, 8-9--6645/0. 9-10--4494/0 .10-11--4494/0 LOAD CASE(5) Standard BOT CHORD 19-20-0/4488.18-19-0/6560.17-18-0/6560.16-17-0/6646.15-16-0/5824. 14-15-0/5824. 13-14-0 2585 WEBS 2-20--288/0. 1-20.0/2958, 11-13--2968 0.11-14w0/2203.10-14--294/0.9-14.-1536/0, 9-16-0/1214. 8-16--352/0, 3-20--2177/0,3-19.0/1556.4-19--285/0,5-19--836/a. 5-17.-345/611 0-4-4 2-6-0 5x7 - 3x4 II 1 2 T1 � l I l � i 1-5-4 l 3x6 FP - 3x7 - 1x4 3x4 = 1x4 11 1x4 I� T2 4 5 6 7 8 3x5 = 1x4 5x10 AS18H — 3x4 II 9 TZ 10 11 12 M. Em ICI' Is 21 20 2x5 6x10 - 0-14T 0-4-4 19 18 17 16 15 5x6 = 3x5 11 5x4 = 3x6 AS18H FP - 3x6 FP = 25-3-8 24-11-4 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 14 5x9 - ?Dfl- 4 k4,QVTRACT0R SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \� y{ ( / P, ' //j csl I. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better hot —dipped galvanized steel. ti� V' . • • • i c o:e we o.s3 2. Connector plates are applied to both faces of truss at each (joint. Where dimensions are not h wn, plates are symmetrically placed about joint or as indicated by circles �o� •'•JC1G G` „/_ �3' (reatr+•) LOADING 3. � (ling, qnd fobrieati.n shall be occ m lished using equipment producing snug fiYting )alms and fully embedded plo�esp Q- •�. �j� / '. �yl ' CRITERIA: Al 4. Unless otherwise noted, compression lop chord to be continuously braced by the roof sheathing. IL.1 !S 5. The pmanent structural restraint shown is tolprevent buckling of individual truss membererand is no( intended a a bracing pion or the roof structure or as a pion I...- U) — — — LOADING (pef) TCLL 40.0 TCDL 20.0 for the attachment of the Too to the building. CAUTION' BCLL 0.0 eCOL 5.0 damage and peersonal [n ryy if i��rr��ppr��QQgf�ly Sh wn on lhls drowiPg 1sJ9REFiCCIIUN 5- �(',•' le �TPI) publicolion HCSI 2008 BUILDING to good practice for hanrdaling .installing TPI(eIlale�fb61QNorthLeeSlree i wl (fPlp.n./F•E.. S, S.. •� .§n enclosed d \� \\\ 13 5x6 - DErL in floe) I/den L/d PLATES GRIP 0.11,1-19 "" "a verl(R)-0.6917-19 1334 240 A520 246/195 Hor[(TL) -0.04 I] n/d n/a A516H 246/195 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress lncr YES Code FBC2010/TP12007 Version: 10.2d j© ARCE ENGINEERING Standard Pacific 6511 QTY. 1 LUMBER BRACING TIC 2 X 4 SP SS •Except• TI 2 X 4 SP No.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: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 4 - 1 row of 0-9-0 oc. BC 2 X 4 SP SS 2-11-10 cc pudins, except end verticals. W1 2 X 6 SP No.2, W4 2 X 4 SP No.2, W4 2 X 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc Bottom chords connected as follows: 2 X 4 - 1 row at 0-7-0 oc. WB 2 X 4 SP No.3 -Except- w4 2 X 4 SP No.2 bracing. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 cc. 2) All loads ore considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(5) 2 -Ply section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8). unless otherwise indicoled. REACTIONS (Ib/siie) 20-1788/Mechanical, 11.1897/Mechanical 3 Unbalanced floor live loads have been considered for this design. FORCES (lb) - Mox. Comp./Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20--1703/0, Max,10-11--1737/0, 1-2--4244/0, 2-3--7114/0, 3-4--BSBa/0, 4-5--8941/0. 5-6--8941/0. 6-7--8941/0, 4 Refer to girders) for truss to truss connections. 5 Recommend 2x6 atrongbocks. on edge, spaced at 10-0-0 oc and fastened to each truss with 3-76d nails. Slrongbocks to be 7-8--6444/0, 8-9--6444/0, 9-10--2774/0 ollached to wells at their outer ends or restrained by other means. BOT CHORD 19-20-0/298. 18-19-0/4244, 17-18-0/7114. 16-17-0/7114. 15-16-0/8584,14-15-0/6444, 13-14-0/6444. 12-13-0/2774 4-16--552/0. 4-15.0/726. 7-15.0/3004 CASE(S) Standard WEBS 5-15--724/0,1-19-0/4195.2-19--146D/0,2-18-0/3060.3-18--1001/0.3-16-0/1567. LOAD 1) Floor: Lumber Increose-1.00, Plate Increase-1.00 7-14--868/0.8-13--1188/0.9-13-0/4232. 9-12--1921/0. 10-12-0/2932 Uniform Loads (pit) Vert: 1 1-20--10. 1-10--120 Concentrated Loads (Ib) Verl: 15--492(B) 4x9 - 1 0 I 20 2x4 II PLATE: SIMPSON ST 3-5-3 12-1-4 „ 2-1-4� , 2-1-4� I 2-1-4 , r� �- 1x4 II 3x6 = 3x4 = 3x4 - 3x5 = 3x5 - 3 4 5 6 7 19 18 17 4x8 = 3x6 = 4x5 = 4-0-7 1 7-9-2 1 11-5-13 4-0-7 3-8-11 3-8-11 SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Ft. 34951 (772)464-4160 Fax:(772)318-0015 16 15 14 3x4 - 3x9 = 1x4 II 15-2-8 17=7 4 J 20-0- 3-8-11 2%- 2 ) r4--1(4-12 Illllf� 1 x4 II 4x4 = 8 9 3x5 - 10 13 12 11 4x4 = 3x5 - 2x4 II 22-4-12 I 24-11-4 _ 1 2-4-12 2-6-8 G-TIE FURNISH A COPY OF THIS TRUSS DESIGN TO 1 AEC *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 \ CM � JjL//�� we 0:oo hot -dipped galvanized steel. . ,•'�. _!_ (Nutria) 2. Connector plates ore applied to both faces 01 truss al each joint. Where 4 dimensions are no( h wn, plates ore symmetrically placed o out joint or as .� .; CLOADING indicated by circles to� 3• CC fling, qnd fabrication shall be occ mplished using equipment producing snug a r U CRITERIA: Al filing joints and fully embedded pla�es. LiJ 4. Unl ss otherwise noted, compression top chord to be continuously braced by the !S _ rooe( sheathing. _ LOADING (p'f) 5. The perman nl structural restraint shown is to revenl buckling of individual truss N !G _ rcLL 40.0 member an f is not intended o$ a brocing plan for the roof structure or as a plan TCOL 20.0 for the attachment of the roof to the building. BOLL 0.0 BCDL 5.0 Trusses cart be donaae�rous and GD❑❑ copse �oma a an ersonal in N�ry f i�r�pr�D rl i zf •, Q`,•ON.' U handled Installed 0ni1/ar braced, tlroc, gtsh wngon thdspdrawlpgg is"NfJI' EKtCIIV�J y F� �` BRACING. Refer to the Truss Plate Institute �TPI) publication BCSI 2008 BUILDING i, '•., \� �� COme011alEplale connected wM22odION.ssses e TPl fgood a�egta& 618 for North LieesStrleel �uite 312, Alexandria VA 22314. 1pelepphone: (03�6 1 1 E-mall: in(oOtpinsl.arg //// OFE Jc Read all manufacture's WARNINrI enclosed with drewin acke e. / 1 TYPE: FGT3-2P1 OEFL L/d PLATES GRIP -0.1.1-1Vden V5e664 5-16 >Verlt46>3 360 240 AS20 246/195 Horr(TL) 0.09 11 n/a n/e AS18H 246/195 DATE: Feb 2012 Version: 10.2d TPI1-2007 MATRIX SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr NO Code FBC20f0/TP12007 7 q ARCE ENGINEERING Standard Pacific 6511 LUMBER BRACING NOTES TC 4 X 2 SP No.2 TOP CHORD Structural wood sheathing directly applied, except 1) Unbalonoed floor rive foods hove been considered Ior this design. SC 4 X 2 SP No.2 end verlitals. 2 Refer to girders) for truss to truss connections. WB 4 X 2 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc 3 Recommend 2x6 strongbocks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3716d nails. Strongbacks to be 1 — pl bracing. attached to walls of their outer ends or restrained by other means. REACTIONS (lb/size) 6-612/Mechanical• 9-612/Mechanicoi LOAD CASE(S) Standard FORCES (lb) Max. Comp./Max. Ten. — All forces 250 (1b) or less except when shown. TOP CHORD 2-3--888/0, 3-4--888/0 BOT CHORD 8-9w0/BB8, 7-8-0/888. 6-7-0/795 WEBS 2-9--1024/0, 4-6w-921/D 2-6-0 1 1 1-5-0 3x4 II 3x4 - 1 x4 II 3x4 - 3x4 II 1 2 3 4 5 W2 9 8 7 3x4 — 1x4 II 3x5 - 9-8-0 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO EVT ON'O" N RACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: P ' R /� is 0.91 1. Connector cotes are fabricated from 20 gauge ASTM A653/653M Grade A or better hot —dipped galvanized steel. \\\ \ ` '••.. `: r we oii (Matrix) 2. dlmenslonS re at wpn,eplates ore faces ofat1J haboul jont`or as �o� \ 41 .•. � ' C.1� ! LOADING SOUTHERN indicated by circles 3. � tting, Qnd fabrico ion shall be occomplished using equipment producing snug (iYting joints and fully embedded plates. , �� Q ''S •• 11� - CRITERIA: Al TRUSS 4. Un ?ss otherwise noted, compression top chord to be continuously braced by the roof sheathing. Lw }-- ; < — LOADING (Psi) COMPANIES 5. The permanent structural restraint shgwn i5 to revenl buckling of individual truss In and is not intended or a bracing plan for the roof structure or as a plan 17 • / (i 7CDL TCLL soo BOLL D.D for the attachment of the root to the building. BCOL 5.0 2590 N. Kings Highway Fort Pierce, F1.34951 Trusses an be don erous5 and o AcapseOdd mo a an ersonol in r (immppr nR rl handled Installed and/or brace. tiracing sh wngon this drawl isl(�1' EFitC�Ul! y • ` 41 i i •' F�— U\� (772)4644160 FBx:(772)318-0015 BRACING. Refer to the Truss Plate Inslltute �TPI) publication SCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling Installing w od trues TPI(1i I at North Street •' // /�i ��`\\ /� OF Df metal plQte connected . �ated �18 ,eel Suite 12, Alexandria VA 220314. pDhone: OJ 6833-161 E—mall: In o�lpinst.arg — ---__'--�__--. •. IIu1'�Q �w..l..�ed w14M ei.xxwlnn neBlrn[fa_ �Q \\ / S 5 C I LV 3x5 - TYPE: FT5 mr1 i (toc) I/dea L/d PLATES GRIP Vert((LL)) -0.15 6-7 >77B 360 Verl(TL) -0.33 6-7 >342 240 AS20 246/195 Harr(TL) 0.02 6 n/a n/o AS1BH 246/195 DATE: Feb 2012 TPI1-2007 MATRIX Version: 10.2d SPACING 2-0-0 Plotes Increase 1.00 Lumber Increase 1.00 Rev 51_3 Incr YES Code FBC201 D/TP12007 S� ARCE ENGINEERING Standard Pacific 6511 QN• 1 LUMBER BRACING NOTES , TC 2 X 4 SP No.2 TOP CHORD Structural woad sheathing directly applied or 3-9-4 I) Unbalanced floor live loads hove been considered for this design. RC 2 % 6 SP No.2 cc purfns, except end verticals. 2 Refer to girder(s) for truss to truss connections. WB 2 X 4 SP No.2 SOT CHORD Rigid ceiling directly opplied or 10-0-0 cc 3 Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-16d nails. Strongbacks to be 1 - Ply bracing. attached to walls at their outer ends or restrained by other means. REACTIONS (lb/size) 4-502/Mechonicoi, 3-557/Mechanical LOAD CASE(S) Standard FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1) Floor: Lumber Increase -%.CO. Plot. Inc1e03e-1.00 , TOP CHORD 1-2--272/0 Uniform Loads (pit) BOT CHORD 4-5-0/272, 3-5-0/272 Vert: 3-4--10, 1-2--120 Concentrated Loads (lb) Vert: 5--606(F) 1 2x5 II T1 B1 2 2x5 II 4 5 3 3x4 II 3-9-4 3-9-4 � ff trdiNIIIII 3x4 II 0 In PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO f1Edf IdlI`4f WTRACTOR TYPE: FGT5 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �� P ' f4 /� /i cs1 TC 0.62 DER floc) I/sell L/4 Verl(LL -0.01 3-4 >999 360 PLATES GRIP 1. Connector Plates are fabricated from 20 gauge AS TM A653/653M Grade A or better hot -dipped steel. �� 3�L / ec o.+z will, o.00 ve,l(rL� -o.oz 3-+ >999 2+o Nerr(rL) 0.00 3 e/a e/e As20 2+6/195 AS18H 2+6/195 galvanized 11 2. dlmenstorispo�eenoffeh wn1teplotes atrefsymmetricallyplacedhabooul -� G:a�r LOADING DATE: Feb 2012 10.2d jolntfor as indicated by circles �o� `�' .' C: �� !� CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. � ktingg qnd fabrication shall be opcc7mplished using equipment producing snug I joints and full embedded la as. Q 7 11� Version: TRUSS IIn 4. Un ess otherwise noted, compression top chord to be continuously braced by the roof sheathing. I- S - LoaDINc (psi) SPACING 2-0-0 COMPANIES 5. The permanent structural restraint shown is to revent bucklingof individual truss meber and is not intended op a bracing pion for the roof strcture or as a pion to - N �i - TCLL +o.o I Plates Increase 1.00 TcoL 20.o wmber Increase 1.00 8CLL o.o Rep Stress Inc, NO for the attachment of the roof the building. CAUTION: 'n V 8CDL 5.0 Code FBC2010/TP12007 2590 N. Icings Highway Fort Pierce, FI. 34951 Trus es pa be don erou and o copse domo a an rsonol r if i r rl handled Insiolled and/orbrace� gracing sh wn on th�spd�rawlpQQ isl(JyT EEiC1�J y i �•' (772)4G4-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication HCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for hondling inslollingg mettal late connected wood tr sses TPI 1 I99 otedd att.. 221g North 4e Slreel •. F�- • ••�`��\� // // OF lj Qf . Suite 312PAlexandria VA 221514. lVelephone: (703�60-0&0 E-mail: In1(o�tpmsl.arg / ES rj // Reed all manufacture's WARNINGS enclosed with drawl n ecke 9. \\� 1 ARCE ENGINEERING Standard Pacific 6511 QTY. I LUMBER BRACING NOTES TC 2 X 4 SP SS TOP CHORD structural wood sheathing directly applied or 2-8-8 1 Unbalanced floor live loads have been considered for this design. BC 2 X 4 SP ss cc purlins, except and verlicals. 2 Refer to girder(s) for truss to truss connections. W3 2 X 6 SP No.2, W4 2 X 4 SP No.2, W4 2 x 4 SP No.2 B0T CHORD Rigid ceiling directly applied or 10-0-0 ac bracing 3 Provide mechanical connection (by others) of truss to beorinq plate capable of withstanding 100 lb uplift of joint(s) except W8 2 X 4 SP No.3 -Except- W4 2 X 4 SP No.2 Except: Reco) end 2x. I - ply 6-0-0 cc bracing: 22-2J 4) Recommend 2x6 slrongbocks, on edge, spaced of 10-0-0 cc and fastened to each truss with 3-16d nails. Slrongbocks to be 5-10-10 cc bracing: 21-22. attached to walls at their outer ends or restrained by other means. REACTIONS (lb/size) 24--35/Mechanical. 13-1207/Mechanical, 21-2580/0-6-0 5) CAUTION. Do not erect truss backwards. Mow Uplift 24--300(LC 3) Max Grav 24-169(LC 2). 13-1214(LC 4). 21-2580(LC 1) LOAD CASE(S) Standard 1) Floor: Lumber Inereo3e-1.00, Plate Increase-1.00 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Uniform Loads (plf) TOP CHORD 1-24--56/461,12-13--1126/0.1-2-0/981,2-3-0/981,3-4-0/2395,4-5-0/2395,5-6--2654/0. 6-7--4144/0. 7-8--4144/0. Vert: 13-24--10.1-12--120 8-9--4144/0, 9-10--3511/0, 10-I1--3511/0, 11-12--1748/0 Concentrated Loads (lb) BOT CHORD 22-23--981/0,21-22--981/0.20-21-0/555.19-20-0/555.18-19.0/2654.17-18-0/3511. 16-17.0/3511, 15-16-0/3511, Vert: 18--547(F) 14-15-0/1748 WEBS7-18•-453/0,9-18-0/902.9-I6--360/0,10-15--636/0.11-15-0/2033.11-14--1107/0. 12-14.0/1849. 5-21--3187/0, 5-19.0/2391, 6- 19- - 1077/0. 6-18-0/1692, 1 - 23- -1271/0. 2 -23- - 48/2BB, 3-22-0/381. 3-21.-1927/0 , 2-0-1 „ 2-0-1 1 2-0-1 1 2-4-9 1 3x5 - 1x4 II 3x4 - 1.5x4 II 4x9 - 1 2 3 4 5 T1 2-1-4 „ 2-1-4 J, 2-1-4� 2-1-4 lx4 II 3x5 - 3x5 - 3x4 - 1x4 II 4x6 = 4x5 - 6 7 8 9 10 11 12 ^ �M1M � 1. mrim- ME 24 23 22 21 20 19 18 17 16 15 14 13 2x5 11 3x4 - 1 x4 II 4x9 - 1 x4 II 3x6 - 5x6 WEI := 1 x4 II 4x6 - 3x6 - 2x4 II 3x10 - 2-5-5 4-8-15 7-1-8 1 9-10-9 1 12-6-11 15-2-12 1 17-7 8 if 20-0-4 1 22-5-0 24-11-8 2-5-5 2-3-9 2-4-9 2-9-1 2-8-1 2-8-1 2- 2� 4-12 2-4-12 2-6-8 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connectorplutes are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-dippe0 galvanized steel. 2. Connector plates are applied to both faces of truss at each joint. Where dimensions are not Shpwn, plates are symmetr'Icolly placed about joint or as TO REH- W6ONTRACTOR \� P /// \\ • "r"' • / \� 'C�' .••' Cn* � � <(/ ••G� �. �• : C:• 43 1� TYPE: FGT1A Csl DER n floc) 1/4e8 L/d360 PLATES GRIP TC 0.81 Verl(LL -0.i, 16-IB >11 360 Bc a.s0 verl(TL� -0.4516-18 >474 240 AS20 246/195 �M 11e�.97 Nur:(7L7 0.04 13 nee a/a As18H 246/195 LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN indicated by circles o . 3. � (tin qnd fabrication shall be acc mplished using equipment producing snug fi%Inggjolnts and fully embedded plo es. Q ��� •• 1� Version: 10.2d TRUSS 4. Un Qss otherwise noted, compression tap chord to be continuously braced by the fool sheathing. I-- . i - - LOADING (psi) SPACING 2-0-0 COMPANIES 5. The permanent structural restraint shown is to revent buckling of individual truss member and is not intended o a bracing plan (or the root structure or as a pion for the the Too to the building. N : TCLL 40.o Plates Inerea>e 1.00 TCDL zo.o Lumber increase 1.00 BOLL 0.0 Rep Stress Incr NO Highway attachment of CAUTION: in f I i \ Q'' BCDL 5.0 Code FBC2010/TP12007 2590 N. Kings Fort Pierce, F1. 34951 Trusses an be don erou and CCap cause ddomo e of]d p rsonol r 1�Dr Q handled InOngd/or sbrocetl. tlracing sh wngon this d�rowiPyg is)(�1' EKtt �U y TPI) fiCSI 2008 BUILDING • V F L (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss PIDte Institute publication COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing f mettal luute connected w22od lr ses . TPI I I99 atedd at, 221g North L,e Street IT / \ // / �� Q /// FE S S 1 quite 312P Alexandria VA 22314. (703583-1010 E-ma11: in�a tpinst.org Reed all manufacture's WARNINGS enclosed with drewln ecke e. / ` ARCE ENGINEERING Standard Pacific 6511 QTY. 2, LUMBER BRACING NOTES TC 4 x 2 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 1) Refer to girder(s) for truss to truss connections. BC 4 x 2 SP No.2 cc pudins, except end verticals. 2 Recommend 2x6 slrongbocks, on edge, spaced of 10-0-0 cc and fastened to each truss with 3-16d nails. Slrongbacks to be WB 4 x 2 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing, attached to walls at their outer ends or restrained by other means. 1 - Ply REACTIONS (Ib/size) 9�1129/Mechanical, 13m1129/Mechanical, LOAD CASE(S) Standard FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3�-2718/0, 3-4�-2718/0. 4-5--317�0. 5-6w-2719/0. 6-7.-2719/0 SOT CHORD 72-13�0/1671, 11-12�Of3170, f0-11-0 3170, 9-10-0/1668 WEBS 2-13--1938/0. 2-12-0 1221,3-12--299/0.4-12w-527/0,7-9w-1935/0,7-1060/1226. 6-10w-316/0, 5-10w-522/0 2-6-0 1 1 1-9-0 3x4 II 3x5 - 1 x4 II 3x4 - 3x4 - 1 x4 II 3x5 - 3x4 11 1 2 3 4 T1 5 6 7 8 0 1 W2 W2 W2 W2 W2 W2 I 13 3x5 - 12 3x6 - 17-7-8 11 10 1 x4 11 3x6 - 9 3x5 = 0 1 00 17-7-8 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO Ed- 61W, RACTOR TYPE: FT1 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ V� / \ P ' `� �� • • • • TC Tc 0.5+ OEFL i (tar) I/den Verl(lL�—0.1611-12 >eee L/d 240 240 PLATES GRIP I. Connector plates ore fabricated from 20 gouge ASTM A653/653M Grade A or better hot -dipped steel. �� • • / \ >iL^, ec o:s% wB 0.56 verl TL—0.3011-12 a62+ Herr(TL) 0.0e s a/a x/a A520 246/ts5 AS, 8H 246/195 galvanized 2. Connector plates are applied to both faces of truss at each (joint. Where dimensions are not h wn, plates are symmetrically placed about joint or as in by M. �� art \1' �. % C, (�� (ao1f`> LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN circles J. � (tin , pnd fabrication shall be occ mplished using equipment producing snug fiY( Ing96 nls gnd fully embedded pI es. , 4, '`• �5 •• L1J Version: 10.2d TRUSS 4. Unl ss otherwise noted, compression top chord to be continuously braced by the Too sheathing. - ►-- ; �( — LOADING (Psi) SPACING 2-0-0 COMPANIES 5. The ermonent Structural restraint shown is to revent buckling of individual truss member and is Structural s as a bracing plan for the roof structure ture or as a plan — N 1 — TCLL 40.0 Plates Increase 1.00 rcDL 20.o camber Increase 1.ES Rep Stress Incr YES for the atloc ent of the roof to the building. CAUTION: V BCLL 0.0 BCDL 5.0 Code FBC2010/TP12007 2590 N. Kings Highway Fort Pierce, F1. 34951 Trusses can be don 'erouS and cog cause ddamo a on rsonol in ry f i�r�p1 R rI handled Installed ongd/or braced. tlracing sh can on lhdspdrowipq isJUlj Etta( �IU�I y i •' F� �\� (772)4G4 41GO Fax:(772)318-0015 BRACING. Refer to the Truss Plo(e Institute �TPI) publication 66CSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for hondlinq installing metal pl9le connected w2qod tr sses . TPIII� I9fate� al: 618 North Lei Street .•' /� /� // OF ,Q (] Sf Suite 12, Alexondria VA 22b14. ,Oelephone: 7703 68 -101 E-mod: in b�tpmst.org \\ , E S S // \ Reed ei, manufacture's WARNINGS enclosed with dmwing package. ARCE ENGINEERING Standard Pacific 6511 QTY. 1 LUMBER BRACING NOTES TC 4 X 2 SP Na.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 1)) Refer to girder(s) for truss to truss connections. BC 4 X 2 SP No.2 oc purlins, except end verticals. 2) Recommend 2x6 strongbacks, on edge• spaced at 10-0-0 oc and Fastened to each truss with 3-16d nails. Slrongbacks to be WB 4 X 2 SP No.3 SOT CHORD Rigid ceiling directly applied or 2-2-0 oc, bracing. attached to walls at their outer ends or restrained by other means. 1 - Ply REACTIONS (lb/size) 13-1138/Mechonical, 9-1138/Mechonical LOAD CASE(S) Standard FORCES (Ib) - Max. Comp./Mox. Ten. - A11 forces 250 (lb) or less except when shown. TOP CHORD 2-3--2745/0. 3-4--2745/0, 4-5--J21Y0, 5-6--2746/O. 6-7--2746/0 SOT CHORD 12-13-0/1686. 11-12-0 3212410-11.0 3212. 9-10-0/1682 WEBS 2-13--1955/0, 2-12-0 1236,J-12--297/0.4-12--545/0,7-9--1951/0.7-10-0/1242, 6-10--316/0, 5-10--540/0 0 I 00 I 2-6-0 1-10-8 3x4 II 3x5 — 1 x4 II 3x4 - 3x4 - 1 x4 II 3x5 - 3x4 II 1 2 3 4 5 6 7 8 Ti I I W2 W2 WI W2 Wl W2 W2 W2 13 12 11 10 9 3x5 = 3x6 - 1x4 II 3x6 - 3x5 - PLATE: SIMPSON STRONG -TIE SEALING OI 1. Connector p hot —dipped 2. Connector p dimensions I indicated bOyy SOUTHERN J, frlinggjoin s TRUSS 4. UnI ss other roof shealhii COMPANIES 5• The permam member and for the alto( 2590 N. Kings Highway Trussses orn1 Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 handledmst BRACCII G. Re rr1kJ 0 1 C. 17-9-0 17-9-0 FURNISH ACOPY OF THIS TRUSS DESIGN TO !�E(;� N C ACTOR TYPE: FT1 E ESIGN BASED UPON THESE DESIGN CRITERIA: /j esl Tc o.s/ d.. le (I-) I/derl verl((«jj o.1711-12 >999 L/d PLATES GRIP gouge au icaled from 20 a ASTM A653 653M Grade A or better 'oint. \ \ " 1 8C 0.99 wB 0.59 Verl(iL)—0.3511-12 >606 Horr(TL) 0.08 9 n/o 71360 0 n/o A520 246/195 A.246/195 ied to both faces of truss at each Where \ �• G- (Me1ri.) LOADING DATE: Feb 2012 plates are symmetrically placed about joint or as all bbe Occ mplished using equipment producing snug led Q / 11� - CRITERIA: ANSI TPI 1-2007(MATRIX)Version: 10.2d plo�es. Impression top chord to be continuously braced by the =LI { _ restraint shown is to revent buckling of individual truss bracing for the h N T — — — LOADING (Dsl) TCLL 40.0 SPACING 2-0-0 Plates Increase I.00 ad as a plan roof structure or as a plan roof to the building. TCDL 20.0 BOLL 0.0 Lumber Increase 1.00 Rep stress Incr YES CAUTION' BCOL 5.0 code FBC2010/TP12007 and coL�11 copse domo a on rsonal in ryy f i�rrr�Tppr nn I i lroce� 9racing sh wngon thispdrowipgg Is�1U1' ERtC1lUg y i N � •' ' � sr. Plate Institute �TPI) publication HCSI 2008 BUILDING j FL\\ 2MATION. Guile to good practice for handlinq installing wood tr sses . TPI(I I fa6Wg a� 611North Lee Street // OF ,Q 2314. lvele hone: O3 683 1 1 C—mail: info®lpinst.ors / E S . s WARNINa3 enclosed with drewln coke e. // \\ ARCE ENGINEERING Standard Pacific LUMBER BRACING 7C 4 x 2 aP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 BC 4 X 2 SP No.2 B W4 X 2 SIP No.3 BOT CHORD oc purlins,. except end verticals. Rigid ceiling directly applied or 10-0-0 oc 1 - PI bracing. REACTIONS (lb/size) 7-436/Mechanical, 5-436/Mechanicol FORCES (lb) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--496/0 BOT CHORD 6-7.0/496, 5-6-0/496 WEBS 2-7.-575/0. 3-5--572/D 00 2-6-0 3x4 II 3x4 = 1 2 7 3x5 = 1-4-0 6-11-8 6-11-8 11) QTY. 1_ NOTES 1)) Refer to girder(s) for truss to truss connections. 2) Recommend 2x6 slrongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d roils. Strongbccks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) standard 3 3x4 = W2 3x4 II 4 6 5 lx4 II 3x5 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO EC 0IV'L^ WTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �\P 14 //f • " ic' 0.ss I. Connector elutes are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-dippetl galvanized steel. •' • i ' �(-� ac 0.z0 wfi 0.17 (Me `r") 2. Connector plates are applied to both faces of truss at each joint. Where dimensions are not h wn, plates are symmetrically placed about joint or as R !� •' i� i 4 % � �+ LOADING SOUTHERN indicated by circles 3. CC fling qnd fabrication shall be occomplished using equipment producing snug f�'ting joints and fully embedded plates. by the •', nj� 4, y �5 1S1 - w : CRITERIA: Al TRUSS 4. Unl ss otherwise noted, compression top chord to be continuously braced roo� sheathing. ; LOADING (Pet) COMPANIES 5• The permanent structural restraint shown is toyrevert buckling of individual truss member and is not Intended os o bracing plan for the roof structure or as a plan N • / — (i icoi zoo BCLL 0.0 for the attachment of the roof to the building. BCDL 5.0 2590 N. Kings Highway CAUTION. B S y Trusses can be donaerous and con cause domoge and persopol injyryafJi,�grpperly�� Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 TYPE: FT8 DEFL le (Ice) I/dell L/d PLATES GRIP ver1TL —0.06 6-7 >999 2e0 AS20 246/195 Har1(TL) 0.01 5 n/u n/a AS18H 246/195 DATE: Feb 2012 Version: 10.2d TPI1-2007 MATRIX SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress lncr YES Code FBC2010/TP12007 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 6 SP No.2 oc purlins, except and verticals. WB 2 X 4 SP Na.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 1 -ply bracing. REACTIONS (lb/stxe) 6� 196/Mechanical, 4.444/Mechanicoi, 5-933/0-3-8 Mox Brw 6:202(LC 2), 4-448(LC 3). 5w933(LC 1) FORCES fib) - Max. Comp./Mox. Ten. - Ail forces 250 (lb) or less except when shown. WEBS 2-5--485/0 3-4-4 NOTES 1) Unbalanced floor live loads have been considered for this design. 2 Refer to girders) for truss to Iruss connections. 3 Recommend 2x6 elrongbacks, on edge, spaced of 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Floor: Lumber Increo3ew1.00, Plate Increase-1.00 Uniform Loads (pit) Vert: 4-6-10, 1-3-120 Concentrated Loads (Ib Vert: 5­159 F) 7.-426(F) 1 2 3 T1 10 00 I I � O I I 1 VN 4 6 VIA 3x10 II 3x7 II 300 II 1 3-9-8 P j7-10-12 3-9-8 2 4 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO I,#ig&!dW6 RACTOR TYPE: FGT7 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ A P ' tQ /// "" 1c DER floe) 1/dell L/d PLATES GRIP TC 0.76 Verl(LL) —0.02 4—S >999 240 Na I. Connector�%lales are fabricated from 20 gouge ASTM A653/653M Grade A or better / .�_�\ / ' ec o.4o V., TL) -0.0.1 . >999 AS20 246/195 wB 0.11 Horr(TL) O.OD . n/e n/a AS18H 246/195 hot —dipped g01VOnIZed steel. 2. Connector plates are applied to both faces of truss at each �oint. Where 4�C� % ("°Ir") dimensions ore not h wn, plates ore symmetrically placed ciout joint or as by y1 / �' LOADING DATE: Feb 2012 SOUTHERN indicated circles 3. �1I (tin qnd fabrication shall be accomplished using equipment producing snug FI inggjoints and fully embedded plates. rnJ� Q '`• 11� r Fj = CRITERIA: ANSI TPI 1-2007(MATRIX)Version: 10.2d 4. Unless otherwise noted, compression top chord to be continuously braced by the SPACING 2-0-0 TRUSS roof sheathing. 5• The permanent structural restraint shown if to �revent buckling of individual truss _— N ; !� — LOADING last) TCDL 200 LumberPlates ncrease Increase i o0 COMPANIES member and is not intended as o bracing plan for the roof structure or as a pion BOLL 0.0 Rep Stress Iner NO for the attachment oft the roof to the building. CAUTION \ 41 BCDL 5.0 code FBC20 I OITP12007 2590 N. Kings Highway Fort Pierce, F1. 34951 Trus es pan be den erou and cop cause dome a and personal 'n ry f inn Cr R rl handled lnslalled o nd/or ebraced. bracing sh wngon this tlrawl(q islUl' EtiEprIU�! y i (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication CSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Cui�je to good practice for handling installing wood tr sses TPI I99 atedd of 221g North 4ee Street / // � / Q \� FE 4i metal plate connected . guile %, Alexandria VA 22314. ele one: (T03 683-11)10. E—moil: inlo@tpinst.org // S 5 �\ ARCE ENGINEERING Standard Pacific 6511 QT) LUMBER BRACING NOTES TC 4 X 2 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 1) Unbalanced 11oor live foods hove been considered for this design. BC 4 X 2 SP No.2 oc purfins, except end verticals. 2fy) Refer to g)rder(s) for truss to truss connections. WS 4 X 2 SP No.3 BOT CHORD Rigid ceiling directly applied of 10-0-0 oc 3 Provide mechanical connection (by others) of truss to bearing plot@ at joint(s) I. 1 -Ply bracing 4 Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-16d nails. Strongbocks to be REACTIONS (Ib/size) 5-485/Mechanical, 1-485/0-2-12 attached to wolls of their outer ends or restrained by other moons. 5) Gap between inside of lop chord bearing and first diagonal or vertical web shall not exceed 0.500in. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 6 CAUTION, Do not erect truss backwards. TOP CHORD 1-2--977/0. 2-3--974/0 LOAD CASE(S) Standard SOT CHORD 6-7-0/974, 5-6-0/974 WEBS 2-7--284/0, 1-7-0/1024. 3-5--1029/0 1 PLATE: S SOOT TR COMP 2590 N. Kin 0-3-0 2-6-0 , , , 2-0-4 5x5 - 3x4 II . 3x4 II 1 2 3 3x4 - 4 8 7 6 5 1 x4 II 3x5 - 1 x4 II 3x6 - —3-0 7-10-12 USS 0-3-0 7-7-12 )SON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIG SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates ore fabricated from 20 gauge ASTM A653/653M Grade A or better hot —dipped aolvanized steel. 2. Connector plates are applied to both faces of truss at each 'Dint. Where dimensions ore not h wn, plates are symmetrically placed about joint or as �a HERN indicated by circles . 3. � (ling, qnd fabrics$Ion shall ye occ mplished using equipment producing snug fIYtmg fully embedded pla�es. joints qnd 4. Unlless otherwise noted, compression lop chord to be continuously braced by the Tool sheathing. ANIES 5. The permanent structural restraint shown is to regent buckling of individual truss member and Is not Intended as o bracing plan (or fhe roof structure or as a pion for the attachment of the roof to the building. s Highway B B Y CAUTION: Trusses can be danaerous and GoLI cause damage and Personal injtiryjf�i pr�R�(ly Fort Pierce, Ft. 34951 (772)464-4160 Fax:(772)318-0015 .3 3 )fl_ N TO EREAWW601ttATRACTOR TYPE: FT7 r C TC O.IT oerL in (me) I/aen Verl((ll)) —0.06 S-6 >989 "do J60 PLATES GRIP �\ • ' ' ' ' �/ / � BC 0.14 we 0.49 Verl(TL) —O.O8 5-6 >999 HOrr(TL) 0.01 5 n/a 240 n/o A520 216/195 A518H 246/195 (Me .� C,'' LOADING DATE: Feb 2012 10.2d CRITERIA: ANSI TPI 1-2007 MATRIX Version: I- ( — LOADING (pal) SPACING 2-0-0 TCLL 40.0 Ploles I.erease 1.00 (,n — TCOL 20.0 Lumber Increase 1.00 BOLL 0.0 Rep Stress lncr YES BCDL 5.0 Code FSC201O/TPI20a7 ARCE ENGINEERING Standard Pacific 6511 QTY. 1 LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or NOTES 1) 2-ply- truss 10 be connected together with 10d (0.131•x3) nails as follows: BC 2 X 4 SP N0.2 -Except- Bl 2 X 6 SP No.2 5-4-14 oc purlins, except end verlicots. Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. INS 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-D-0 oc Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 4 - 1 row at 0-9-0 oc. 2 - ply REACTIONS (lb/site) B-1429/Mechonical, l w2250/0-4-0 bracing. Webs connected as follows: 2 X 4 - I row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. FORCES (lb) - Mom. 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 1-15-0/402. 7-B--1371/0, 1-2--3275/0, 2-3--3275 0. 3-4--4980/0. 4-5--4980/0. 5-6--3751/0, 6-7--2116/0 4 Refer to girder(s) for truss to truss connections. SOT CHORD 15-16-0/284. 14-I6-0/2B4. 14-17-0/4980. 13-17-0/4960, 12-13-0/4950, 11-12-0/3731. 10-11-0/3751, 9-10-0/2116 5 Recommend 2x6 slrongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-16d nails. Slrongbocks to be WEBS 4-12--269/0, 1-14-0/3407. 3-14--1942/0. 3-13.0/630, 5-12-0/1450. 5-10--1006/0. 6-9--1221/0. 7-9-0/2330, 6-10-0/1945 attached to wolfs at their outer ends or restrained by other means. 6)) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ' 7) CAUTION. Do not erect truss backwards. LOAD CASES) Standard 1) Floor: Lumber Increase-I.00, Plole Increose-1.00 Uniform Loads (Pit) Vert: 8-15--10. 1-7--120 Concentrated Loads (lb) Vert: 12--438(F) 13--475(F) 16--475(F) 17--475(F) 0-4-4 2-0-15 2-0-15 2-0-15 2-0-0 H 5x7 - 1x4 II 3x4 = 1x4 II 3x4 - 3x4 = 3x4 - 1 2 3 4 5 6 7 0 00 I 15 14 13 12 11 10 9 8 2x5 II 5x8 - 2x4 II 4x6 - 3x4 = 3x4 = 1.5x4 II 3x4 = 0-4-4 2-10-7 1 5-2-13 1 7-7-4 9-10-12 12-2-4 1 14-7-8 0-4-4 2-6-3 2-4-7 2-4-7 2-3-8-8 2-5-4 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO (tE& I WdONT.RACTOR TYPE: FGT4B-2P1 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �� P j j cs, Tc 0.75 oErI 1 11ea) 1/dell L/d Verlc(LL) -0.09 12C >999 360 PLATES GRIP I. Connector plates are fabricated from 20 gauge AS TM A653/653M Grade A or better hot -dipped steel. `� •""• /� ec o.77 we o.e1 2 verl(TL) -0.17 ,2-fa >999 24o Herr(TL> -0.01 a n/a n/4 A520 246/195 A918H 246/195 galvanized 2. Connector plates are applied to both faces of truss at each joint. Where .• fuel^•) LOADING DATE: Feb 2012 10.2d dimensions ore not ghpwn, plates are symmetrically placed about joint or as indicated by circles o . �• C1. �G� 1� i ` r CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. �ykting, On d fobricatfon shall be accomplished using equipment producing snug i ing joints and fully embedded plates. Q , u 7 l� w 'Fj •: Version: TRUSS Un ss otherwise noted, compression lop chord to be continuously braced by the roof sheathing.4. $PACING 2-0-0 COMPANIES 5. The permanent structural restraint shown is to _prevent buckling of individual truss member and is not intended as a bracing plan r the roof structure or as a plan N - �i - LOADING (P9f) TCLL 40.0 Plates Increase 1.00 TCOL 20.0 Lumber Increase 1.00 for the attachment of the roof to the building. CAUTION:' \ SCLL 0.0 Rep stress Incr NO ecOL s.o code FBC2010/TP12007 2590 N. Kings Highway g B Y Fort Pierce, FI. 34951 Trusses an be don eroug and op copse dome a and p rsonaI in r if i r I rowing handled installed and/or brace kiracing sh wagon this derowingg isjYV(�T EI2LC�1� y i F e •' y (772)464-4160 Fix:(772)3I8-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing meMol plate connected w od lr . TPIne.�I�S I at• North L,ee Street i 1 •. , /j . 1 �� // fi ,Q 618 ?f VA s 14. �spes �af$e� �with �� / S S v Read all malnufacture'a WARNINGS enclosed drawingglpackage. \\\ ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 4 X 2 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 BC 4 X 2 SP No.2 cc purlins, except end Verticals. WO 4 X 2 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 1 - Ply bracing. REACTIONS (lb/size) B-915/Mechonicol, 1.915/0-4-0 FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2--1335/0,2-3--1332/0,3-4--2043/0. 4-5--2043/0. 5-6--2043/0 BOT CHORD 10-11-0/1959. 9-10-0/2043, 8-9-0/1308 WEBS 2-11--319/0,1-11-0/1529,3-11--731/0,3-10--194/328,6-8--1517/0, 6-9.0/857, 5-9--359/0 0-4-4 2-6-0 1 1 I 5x5 - 3x4 II 11 QTY. 8 NOTES 1) Unbalanced floor live loads have been considered for this design. 2 Refer to girder(s) for truss to truss connections. 3 Recommend 2x6 slrongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-16d nails. Slrongbccks to be attached to walls at their outer ends or restrained by other means. 4)) Gap between inside of lop chard bearing and first diagonal or vertical web shad not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1-6-0 2-0-4 3x4 - 1 x4 II 1 x4 II 3x4 = 3 4 5 6 3x4 II 7 0 00 I 12 11 10 9 8 lx4 II 3x7 - 3x4 = 3x4 - 3x5 = 0-4-4 14-7-8 0-4-4 14-3-4 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO EfIEMN16QNTRACTOR TYPE: FT4A SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: / P /j csl Tc 0.7e DEFL i (Ioc) I/dell L/d Verl(LL) -0.Is 10-I1 1936 360 Ver1(rLi-0.3110-11 1539 240 PLATES "GRIP AS zo 246/195 1. Connector Flutes are fabricated from 20 gauge ASTM A653/653M Grade A or better a �� • ` • )�L ec o.e6 We 0.73 Nere(rL) -0.03 a e/e e/^ As,aN 246/195 hot eO galvanized steel. 2. Connector plates are applied to both faces of truss at each joint. Where dimensions are not h wn, plates ore symmetrically placed about joint or as ,sop. G;a i `�' (,' 4J 1� LOADING DATE: Feb 2012 SOUTHERN indicated b circles y 4) 3. � (ting, qnd fabrication shall be acc mplished using equipment producing snug fi�ting fully embedded •/ r� Q� '�. 0 '. U.1 ^ / CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d TRUSS joints and pla�es. 4. Unless otherwise noted, compression lap chord to be continuously braced by the ra01 sheathing. Uf = — LOADING (pall SPACING 2-0-0 COMPANIES 5. The permbngnl slructurol restraint shown is toerevent buckling of individual truss member antl is not intended as o bracing plan or the roof structure or as a plan — N — TGLL 20.o rcoL 20.o PlatesIncrease1.00 Lumber Increase 1.00 Rep Ires t-rYES for the otlachment of the roof to the building. CAUTION: (� ecoi s o Code FBC2010/1712007 2590 N. Kings Highway g S Y Fort Pierce, Fl. 34951 Trus es con be den erous and co❑❑ cause damage and rsonal in r f iDD77�pr rl handed Installed ongd/or braced. Bracing sh wn on thisp�rowingg is l(yl>1 EIttC PI��J y !�L ,•' i '• (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication HCSI 20D8 BUILDING SAFETY INFORMATION. Gui(je to practice for handling installing l \� COMPONENT good . TPI��S I99�a�e� al: 61@North Leal SlrPet 4( mettal plate connected wood lr Tills 1 Te sphone: /rQ �S 5 �` / F v \ Suite 312, Alexandria VA 22314. 03 6 —1 t—mail: In o@l 1nst.or g Read all manufacture's WARNINQS enclosed with drewln ecke e. ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied or SC 2 X 6 SP SS 3-6-12 oc purlins, except end verlicals. W1 2 X 6 SP No.2. W1 2 X 6 SP No.2, W2 2 X 4 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc WB 2 X 4 SP No.2 -Except • W2 2 X 4 SP SS bracing. 3- Ply REACTIONS (lb/size) 10-6365/Mechanical• 17-6522/Mechanical FORCES (Ib) - Max. Comp./Mox. Ten. - All forces 250 (Ite) or less except when shown. TOP CHORD 1-17--381/0.9-10--359/0,1-2--1461/0.2-3--19902/0.3-4--19902/0,4-5--23669/0.5-6--23666/0. 6-7--17334/0, 7-8--17335/0. 8-9--1096/0 SOT CHORD 17-16-0/10921. 18-19-0/10921. 19-20-0/10921. 16-20-0/10921, I6-21-0/23501.15-21-0/23501, 15-22-0/23501. 14-22-0/23501.14-23-0/22316,13-23-0/22316, 13-24.0/22316, 12-24-0/22316.12-25-0/10246, 11-25-0/10246, 11-26-0/10246, 10-26-0 10246 WEBS 2-17--11261/0. 2-16-0 10530.4-16--4057/0.4-15-0/1348.6-14-0/1530.6-13.0/1488, 6-12--5631/0, B-12-0/8014. 8-11.0/804, 8-10--10269/0 0 1 00 1 QTY. 1 NOTES 1) 3-ply truss to be connected together with IOd (0.131%3') nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row of 0-9-0 oc. 2) All loads ore considered equally applied to all plies, except if noted as front (F) or bock (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B). unless otherwise indicated. 3 All plates are AS20 plates unless otherwise indicated. 4t+ Refer to 9irder(s) for truss to truss connections. 5) Recommend 2x6 slrongbocks, on edge, spaced of 10-0-0 oc and fastened to each truss with 3-16d nails. Slrongbacks to be olloched to walls of their outer ends or restrained by other means. LOAD CASE(5) Standard 1) Floor: Lumber Increase-1.00. Plate Increase-1.00 Uniform Loads (plf) Vert: 10-17--10, 1-9--120 Concentrated Loads (Ite) Verl: 16--2547(F--1128. B­1419) 15--905(B) 11--905(8) 18--1119(F) 19--426(B) 20--1119(F) 21--905(B) 22--905(B) 23--905(8) 24--905(B) 25--905(B) 26--905(B) 1-9-4 1-9-4 2-1-15 2x6 II 4xl2 - 1x4 II 3x8 — 1x4 II 3x8 - 5x4 = 4x10 — 2.5x4 II 1 2 3 4 5 6 7 8 9 17 16 15 4x8 - 700 = 2x4 II 4-1-12 4-1-12 PLATE: SIMPSON STRONG -TIE 2 SOUTHERN 3. TRUSS 4. COMPANIES 5. 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 14 7x10 AS18H - 6-7-3 1 9-0-9 , 11-6-0 2-5-7 2-5-7. 2-5-7 13 12 2x4 II 49 - 13-11 .7 1 16-4-13 2� 2-5-7 11 10 2x4 II 4x6 - FURNISH A COPY OF THIS TRUSS DESIGN TO EOTI N'CV TRACTOR OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �\ P f is oe4 r plates are fabricated from 20 gouge ASTM A653/653M Grade A -or better �j sc we N. .d galvanized steel. 1 ''Z ispaareenotfeh wpn,Bplates otre(symmetrically at each joint as \ �1 ''G:a (� % (we lrx) by circlesop `�' C--+ (�h 1� LOADING id fabrication shall be accomplished using equipment producing snug Q. • �j �]l FPiTcale- -jjoints and fully embedded plates. •/ otherwise noted, compression top chord to be continuously braced by the — U1 rmanlen{ structural restraint shown is to revent buckling of individual truss N ! er and i, not in Gs a bracing plan for the roof structure or as a plan e attachment of the roof to the building. CAUTION: �s pan be don Is ou$ and Cap copse ddame a on ersonal inlUry f iir]pr RBrI •d In Is braced. tlracing .1gage on thdspdraw'l1yy is"NU7" EtitCldVN y i NG. Refer to the Truss Plate Institute �TRI) publication tiCSI 2008 BUILDING ONENT SAFETY INFORMATION. Guilje to good practice for ghondlingL installing /� tat plate connected wood lr�1sses . TPI(IISQg� 683-10101 E Nmoll: inlo0tpinst.org �// �F� S 5 �C \\\ 12, Alexandria VA 22314. fete hone: 3 ill manufacture's WARNINGS enclosed with drewlin ecke e. 19-2-0 2-9-3 0 00 I TYPE: FGT4-3PI oEFL (Ioe) I/den L/d PLATES GRIP Verl(LL) -0.34 14 >653 160 Vert TL -0.66 14 >341 240 AS20 246/195 Hcrr(TL) ' 0.10 to n/o n/a ASI8H 246/195 _7557 MATRIY Version: 10.2d LOADING (psi) SPAC2-0-0 TOLL 40.0 PlatesING Increase 1.00 TCOL 20.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Iner NO BCOL 5.0 Code FBC2010/TP12007 ARCE ENGINEERING Standard Pacific 6511) QTY. 14 LUMBER BRACING NOTES tl: MWFRS (low-rise) TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 1) Wind: ASCE 7-10: 170mph(3sec gusl)Vosd-132mph: h-2711: TCDL-6.Ops1; SCOL-6.Opst; Category 11; Exp C; enclose BC 2 X 4 SP No.2 oc purl;ns, except and vorlicols. and C-C Interior(l) zone; Lumber DOL-1.33 plate grip DOLwl.33. This truss is designed for C-C for members and tortes, and WO 2 X 6 SP No.2 DOT CHORD Rigid ceiling directly applied or 1D-0-0 oc for MWFRS for reactions specified. OTHERS 2 % 4 SP No.3 bracing. 2) This buss has been designed for a 10.0 psi bm ollochard live load nonconcurrent with any other live loads. 1 -ply - 3 Refer to girders) for truss to Imes connections. REACTIONS (lb/size) 5-327/0-8-0. 4--46/Mechanical, 3--57/Mechonical LOAD CASE(S) Standard Max Harz 5-76(LC 4) Mox Uplift 5--275(LC 4), 4--46(LC 1). 3--57 LC 1) Mox Grm 5-327(LC 1). 4-31(LC 4). 3-51(LC 4S .. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5--266/420 -1-4-0 1-0-0 1-4-0 1-0-0 2x4 II 1=0-0 LATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESI SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector lutes are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-dlppe�galvanized steel. 2. Connector plates are applied to both faces of truss of each int. Where dimensions ore not h Wn, plates are symmetrically placed about joint or as SOUTHERN inndicated byy circle. tt.o . bb 3. tinggjoin sfandcfullyembedded pla�esplished using equipment producing snug TRUSS I 4. Unless otherwise noted, compression top chord to be continuously braced by the roof sheothin COMPANIES 5. frembernond�is not Inlendedsas a brahcing plonaforethe roof structure orWas al pions for the attachment of the roof to the building. CAUTION: 2590 N. Kings Highway 6 B Y Fort Pierce, Ft. 34951 Trusses can be den Brous and con cause damage and personal in ry if i�]pr a rl handled installed angd/or braced. Bracing sh wn on this drow'IIIgg ISW& E,ffr?UYI y �TPI) BUILDING (772)4G4 41G0 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute publication f3CSl 2008 COMPONENT SAFETY INFORMATION. Guide 12. good practice for handling installing N TO E{tECT[OTV'C 4TRACTOR C51 TC 0.54 wC 0.11 B 0.00 (Matrix) . LOADING CRITERIA: AI - 4.-kl LOADING (psi) TCLL 30.0 TCDL 15.0 BOLL 0.0 BCDL to.0 '�_'T� * PESS o//,+ITTe1■! ll�%\' TYPE: J1A DEFL ii, (lee) Vde11 L/d PLATES GRIP Vert((LL)) 0.00 5 >999 D60 verl(7L) 0.00 5 >999 240 AS20 246/195 Harr(% 0.00 3 /a n/a ASISH 246/195 Wind(LL) -0.00 .5 >999 240 DATE, Feb 2012 TPI 1-2007 MATRIX Version: 10.2d SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress lncr YES Code FBC2010/1P12007 (o 3 ARCE ENGINEERING Standard Pacific 6511 QTY. 2 LUMBER BRACING NOTES TC 2 X 4 SP N9.2 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd-132mph; h-2711: TOOL-6.Opst: BCDL-6.Opsf; Category 11; ExD C: enclosed; MWFRS (low-rise): BC 2 X WB 2 X 6 SP N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OTHERS 2 X 4 SP 1,10.3 bracing. I - Ply LOAD CASE(S) Standard REACTIONS (lb/size) 5-412/0-11-5, 3.67/Mechanicol, 4-2/Mechanical 1) Regular: Lumber Increose-1.25, Plate Increase-1.00 Mox Harz 5- IOO(LC 3) Uniform Loads (p11) Verl: 1-2--90, 2-3--90, 4-5--20 Mox Uplift 5--348(LC 3), 3--44(LC 4), 4--3(Lc 6) Max Grov 5-412(LC 1). 3-67(LC 1). 4-40(LC 2) FORCES (Ib) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5--361/328 In I 07 11 0 -1-10-10 2-11-4 1-10-10 2-11-4 2x4 II 2-11 -4 2-�l- -ATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO Efip-646�'401INTRACTO SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates ore fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped galvanized steel. to both faces truss at each join(. Where `: .•' C,ir C(f / 2. Connector plates are applied of dimensions are not h wn, ploles are symmetrically placed about joint or as by (o� ."C' �, C . SOUTHERN indicated circles 3 ��fting qnd labr'Icatlon shall be accgmplished using equipment producing snug 1 Ing joints and fully embedded plates. to be braced by the CL TRUSS 4. Un ss otherwise noted, compression top chord continuously roof sheathing, I- S COMPANIES 5. The mermongnt structural restraint shown is to revent buckling of individual truss member antl Is not intended as a bracing pion for the roof structure or as a pion �G for the attachment of the roof to the budding. 2590 N. Icings Highway Fort Pierce, FL 34951 (772)464-4160 Fax:(772)318-0015 Op S s 1 \\\\ TYPE: CJ2B cSI bctt in Daej I/een L/a PLATES GRIP TC O.6t BC 0.18 Verl(ll) Verl Tl 0.00-S >999 0.00 4-5 1999 ]60 240 AS20 246/195 wB 0.00 Hart(('L)) 0.01 3 n/a /o ASIBH 246/195 (Molrixj wind(LL) -0.01 4-5 >999 240 LOADING DATE: Feb 2012 'PIT;7PIA• ANCI TPI 1-7nn7 MATRIX Version: 10.2d LOADING (PIT) SPACING 2-0-0 TCLL 30.0 Plates Increase 1.00 TCDL 15.0 Lumber Inarease 1.25 BCLL a 0 Rep Stress Incr NO BCDL 10.0 Code FBC2010/TP12007 WA ARCE ENGINEERING Standard Pacific LUMBER BRACING Tc 2 X 4 SP SS 'Except- T4 2 X 4 SP No.2. T5 2 X 4 SP No.2 TOP CHORD Sir uclurat wood sheathing directly oppl E;ed or BC 2 X 4 SP SS 2-11-0 oc purlins, except end verticols. WB 2 X 4 SP No.3 •Except• W1 2 X 6 SP No.2. Wl 2 X 6 SP No.2 BUT CHORD Rigid ceiling directly applied or 5-10-2 oc OTHERS 2 X 4 SP No.3 bracing. 1 - ply WEBS 2 Rows al 1/3 pt. 3-18 REACTIONS (lb/size) }1-1929/0-8-0, 18-1965/0-8-0 Max Harz 18-181(LC 5) Mox Uplift 11--B65(LC 4). 18--852(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--1073/404,3-4--3315/1256,4-5--3206/1283.5-6--3544/1391.6-7-i-4141/1639,7-8--3699/1409. 0-9--2410/928. 2-1B--817/516, 9-11--1829/85B BOT CHORD 17-18--1255/3300,16-17--1255/3300,15-16--799/2535.14-15-.-1277/3676,13-14--1277/3676, 12-13--753/2143 WEBS 3-16--533/454,5-16--309/860,5-15--431/1127,6-15--762/538.6-13--132/294,7-13--1642/763, 8-13--802/2260. 8-12--568/267,3-18--2609/986, 9-12--867/2181 I tc 0 511) NOTES 1) Unbalanced roof live loads have been considered for this design. 2j Wind: ASCE 7-10; 170mph(3sec gusl)Vasd-132mph; h-2711; TCDL-6.Opsf; BCOL-6.Opsf; Category 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL-1.33 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4j This truss has been designed for a 10.0 pst bottom chord live load 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--90. 2-5--90, 5-7--90. 7-8--90.8-9--90, 9-10--90, 11-18--20 Concentrated Loads (lb) Vert: 8-23(F) 12-18(F) 33-8-0. 35-0;0 1-4-0 8-2-4 7-10-12 7-10-12 6-0-4 1-6-02-2-01-4-0 4.00 rTT 5x7 18 17 16 15 14 13 12 11 6x6 - 4x6 - 3x4 - 4x6 - 4x8 - 2x6 II 3x4 - 3x7 - PLATE: SIMPSON STRONG -TIE SEALI I. Conr hot- 2. Con dime indic 3. lit SOUTHERN 4.11 TRUSS Ue root COMPANIES 5. The mert for t 2590 N. Kings Highway Trus Fort Pierce, Ft. 34951 RA B (772)464-4160 Fax:(772)31 EI-00 15 com BRA 10-6-13 10-6-13 21-7-3 11-0-6 0-0-0 13 NISH A COPY OF THIS TRUSS DESIGN TO l f EGTJON'O( N BASED UPON THESE DESIGN CRITERIA: "� P1{ ( t, from 20 gouge ASTM A653/653M Grade A or better 11, both faces of truss at each Ont. Where4j s are symmetrically placed about joint or as ,•4� oc la[gllshed using equipment producing snug sslon lop chord to be continuously braced by the L-f - norl lillendedsas a bfahcing.p)ona(orethe roof str 9 lure or 1as a plans lent of the roof to I danaerous and Co 33-8-0 j1-6-,0 , 1-6-02-2-0 f/ c51 TC 0.63 3fl � BC 0.59 wB 0.06 1� LOADING 11� - CRITERIA: Al •• - LOADING (psi) TCLL 30.0 - TCDL 15.0 BCLL 0.0 _ BCOL 10.0 y F o I0 DER (lac) Vdell Verl(LL)-0.2315-I6 >999 Vml(TL)-0.e015-16 1497 Yfntl LL 0.24 13-16 >999 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress Incr No Code FBc2010/TP12007 TYPE: A24 L/d I PLATES GRIP 360 240 AS20 246/195 2ao As,e 246/195 DATE: Feb 2012 Version: 10.2d (7 ARCE ENGINEERING Standard Pacific 6.511 QTY. 2 LUMBER BRACING NOTES TC 2 X 4 SP No.2 -Except- T2 2 X 4 SP S5, T3 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied. except 1 Unbalanced roof live loads have been considered for this design. BC 2 X 4 SP SS end verlicals. 2 Wind; ASCE 7-10; 170mph(3sec gusl)Vo5d-132mph; h.271t; TCOL•6.Opsf; BCOL-6.opsh Category 11; Exp Ci enclosed; MWFRS (low-rise) we 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 5-0-8 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 07HERS 2 X 4 SP N0.3 WEBS 2 Rows at 1/3 pis 3-18 for MWFRS far reactions specified. 1 - Ply 3 Provide odequole drainage to prevent water ponding. - REACTIONS (Ib/size) 11-1967/0-8-0. 18-1967/0-8-0 4 This truss has been designed for a 10.0 psf balsam chard live load nonconcurrent with any other live loads. Mow Harz 18--181((LC 7)) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplin at joint($) except Max Uplift 11--865(LC 5). I8--850(LC 4) (jt-lb) 11-855, IS.85D. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. LOAD CASE(S) Standard TOP CHORD 2-3--1040/453. 3-4--3322/1754. 4-5--3214/1782. 5-6--3544/1910, 6-7--41OD/2168. 7-8--3786/1971. 8-9--2475/1212. 2-18--806/681. 9-11--IB69/I far 80T CHORD 17-18--1536/3305. 16-17--1536/3305, 15-16--1061/2541.14-15--1717/3670.13-14--1717/3670, 12-13--1389/2984 WEBS 3-16--528/457. 5-16--307/860. 5-15--489/1128, 6-15--771/574, 6-13--136/292. 7-13--1336/731. 8-13--704/'1475, 8-12--1059/606.3-18--2648/1442. 9-12--1119/2219 ;r- 1-4-0 .8-2-4 16-1-0 1-4-0 8-2-4 7-10-12 4.00 rTT 5x8 - 5 23-11-12 , 28-0-0 29-6-,0 33-8-0 315-0 ;C 7-10-12 4-0-4 1-6-0 4-2-0 1-4-0 18 17 16 15 14 13 12 11 6x6 - 4x6 - 3x4 - 4x6 = 4x8 - 30 - 2x6 II 3x4 - P LA SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, FI.34951 (772)464-4160 Fax:(772)318-0015 10-6-13 10-6-13 21-7-3 28-0-0 11-0-6 64 (4 31-2-4 133-8-0 3-2-4 2-5-12 Lf� I -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO fRLC`f ON'er RACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better hot -dipped galvanized steel. 2. Connector plates ore applied to both faces of truss of each Point. Where dimensions are not h wn, plates are symmetrically placed about joint or as indicated b circles �o� 3. � (ting,gn�fabricotlon shall be acc mplished using equipment producing snug fi�ting join s and fully embedded plo�es. 4. Unl ss otherwise noted, compression top chord to be continuously braced by the roof shealhin 5. The permaner�( structural restraint shown is foprevent buckling of individual truss member and Is not intended ag a bracing plan for the roof structure or as o pion for the attachment of the roof to the building. CAUTION• �� P /� �� �/ 11L � � . �� � � G `C .'• C!" �� a • '`• r'J •• ly i-- - - N 1 - cs1 Tc 0.98erl Be . 0.5998 .59 we 095 (M.w.) oEFL in (loc) I/dell v15-16 >999 LL- Verl TL-O.0.278415-16 >473 Horr(rL)) 0.15 n/e Wrd(LL) 0.31 15-16 >999 LOADING CRITERIA: ANSI TPI 1-2007 MATRIX LOADING (psl) SPACING 2-0-0 TCLL 30.o Plates Increase 1.00 TCDL s.o Lumber Increase 1.25 ecLL o.o Rep sues, Inn YES BCDL 10.0 Code FBC2010/TP12007 Trus es a be don ,rout and g cause ldama a onq persopol inlUry if iP]p1� e�I i handed In and/or braced. tlracing sh wn on this drawlpg Is'NUT EKECII�N y- �•'• BRACING. Refer to the Truss Plate Institute TPI) publication SCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing // \� Qf met 11 Iple connected wood tr ses .TPI 1 I oled al p1g North Le Street // QF ` \ Suite 312P Alexandria VA 22314. W,?s hone: (7J 683-1b10 E-mall: info@tpinsl.org / S 5 Reed all manufacture's WARNINGS enclosed with drewln Package. // \\ TYPE: A23 Lid PLATES GRIP 360 240 - AS20 246/195 2i0 ASISH 246/195 DATE: Feb 2012 Version: 10.2d �V ARCE ENGINEERING Standard Pacific 6511 QTY. 2 LUMBER _ BRACING TC 2 X 4 SP No.2 •Except• T2 2 X 4 SP SS, T3 2 X 4 SP SS TOP CHORD SlrucluroI woad sheathing directly opplied, except NOTES 1) Unbalanced fool live loads have been considered for this design. 2 Wind: ASCE 7-to; 170mph(35ec gusl)Va3d-132mph: h-2711: TOOL-6.Opsf; BCOL-6.Opsf; Category 11; EFp C; enclosed; MWFRS (low-rise) BC 2 X 4 SP SS and verticals. WB 2 X 4 SP No.3 -Except- Wt 2 X 6 SP No.2. W1 2 X 6 SP No.2 BUT CHORD Rigid ceiling directly applied or 5-0-4 oc bracing. 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 WEBS 2 Rows at 1/3 pis 3-15 for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water pending. 1 -Ply REACTIONS (lb/size) I1-1967/0-8-0. 18-1967/0-8-0 4 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live lootls. Provide (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except Mox Harz 18--181((LL 7)) _ Me x Uplift 11--865(LC 5), 18--049(LC 4) - 5 mechanical connection (jl-lb) 11.865, 18.849. FORCES (lb) - Max. Comp./Mox. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 2-3--1038/453.3-4--3323/1756,4-5--3214/1783,5-6--3545/1917,6-7--3851/2041.7-8--3652/1953. 8-9--2843/1391, LOAD CASE(S) Standard 2-18--805/680, 9-11.-11387/11B9 BOT CHORD 17-18--1538/3306,16-17--1538/3306,15-16--1062/2540,14-15--1724/3678,13-14--1724/3678, 12-13--1529/3237, 11-127-151/394 WEBS 3-16--527/457,5-16--307/860,5-15--496/1132,6-15--787/575.7-13--864/366,B-13--387/965, 8-12--847/539, 3-18--2650/1444, 9-12--1067/2295 27-6-0 ;1-4-0 8-2-4 16-1-0 23-11-12 26-0-Q 33-8-0 3,5-0;0 1-4-0 8-2-4 7-10-12 7-10-12 2-0-41-6-0 6-2-0 1-4-0 4.00 FTZ 5x8 = 5 18 17 16 15 14 13 12 11 6x6 - 5x6 WB = 3x4 = 4x6 = 3x8 = 5x5 = 2x6 II 3x4 = 10-6-13 21-7-3 1 2 0- 30-4-4 33-8-0 10-6-13 11-0-6 34 4 4-4-4 .3-3-12 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO Ed*A16 TRACTOR TYPE: A22 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: es1 TC 0.96 DEFL le (Ice) I/de11 L/d Verl(LL—0.2715—I6 >999 360 PLATES GRIP I. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better hot -dipped galvanized steel. �� • • • • • • /j .� ,•' ]iL + Bc 0.511 we o.e7 (Matrix) verl(rli -O.ss 16-16 >+66 2+0 Har K8 o.1s 11 /e /a wim LL 0.31 IS-16 >999 z+o A520 246/195 AS18H 246/195 2. Connector plates are applied to both faces of truss at each oint. Where joint or as -• G �%' LOADING DATE: Feb 2012 dimensions are no( h wn, plates are symmetrically placed avout indicated by circlesJ CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. � (tin qnd fabrication shall be acc mplished using equipment producing snug f1 Ingejoints and fully embedded plo es. Q 'ti �5 •. w11 Version: 10.2d TRUSS a. Unless otherwise noted, compression top chord to be continuously braced by the roof sheathing. Ul )- C - LOADING (psf) SPACING 2-0-0 COMPANIES 5• Them permanent structural restraint shown is tofprevent buckling of individual truss meber and Is not intended os a bracing plan or the roof structure or as o plan - N - TCLL 30.0 Plates Increase 1.00 TCDL 1s.o Comfier Increase 1.zs YES for the attachment of the roof to the building. CAUTION BOLL 0.0 Rep slreeS loaf BCDL 10.0 code FBC2010/TP12007 2590 N. Kings Highway Fort Pierce, F1.34951 Trusses can be don erous and cot�s1 copse ddorno e o d ersonal in'N ryy f i rf�,Rege�I handled installed and/or brace d. tlracing sh wngon t�llspd aw'inq 1s f)Ul) ERC IIUN y i i U (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication CSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for ha 120 insUILDIN mettal connected wood trl�sses IDS 1p a(ed al: 21g Nort'I ee Street j Fl- . •' 1 �/ Q Q\ 4f plate .TPI Suite 312, Alexandria VA 220314. telephone: (03�683-1010 E-mail: Info@(pins(.org \\ F� S -� Read WARNINGS enclosed with drawing package. // I\ ell manufacture's ARCE ENGINEERING Standard Pacific LUMBER BRACING TC 2 X 4 SP SS -Except- TS 2 X 4 SP No.2, T1 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied. except SC 2 X 4 SP SS end verUcols. WB 2 X 4 SP No.3 -Except- WI 2 X 6 SP No.2, WI 2 X 6 SP No.2 SOT CHORD Rigid ceiling directly applied,or 5-0-7 cc bracing. OTHERS 2 X 4 SP No.3 WEBS 1 Row at m;dpt 8-11 1 -Ply 2 Rows at 1/3 pls 3-17 REACTIONS (lb/size) 11:1967/0-8-0, 17-1967/0-8-0 Mow Harz 17181(LC 6) Mox Uplift 11--865(LC 5). 17w-849(LC 4) FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--1039/455.3-4.-3323/1758.4-5w-3215/1785.5-6w-3534/1916.6-7w-3267/1788.7-8w-3461/1808. 8-9w-491/47. 2-17.-806/681, 9-11w-460/400 BOT CHORD 16-17w-1539/3305,15-16--1539/3305.14-15--1066/2542.13-14w-1714/3670,12-13--1714/3670. 11-12--1383/2896 WEBS 3-15w-526/456.5-15w-305/860, 5-14.-492/1120,6-14w-788/553.6-12--1096/634. 7-12w-490/931, 8-12--84/361, 3-17w-2649/1443. 8-11. 2899/1762 1 —4-0 1.5 8-2-4 8-2-4 16-1-0 7-10-12 4.00 Fi L 5x8 = 5 1) QTY. 2 r NOTES 1)) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10: 170mph(3sec gusl)Vasdw132mph; hw2711; TCDLw6.Op3f; BCDLw6.Ops1; Category II; Exp C; enclosed: MWFRS (low-rise) and C-C Interior(1) zone; Lumber DOLw1.33 plate grip DOLw1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide odeguote drainage to prevent water ponding. 4 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 5 Provide mechanical Connection by others) of buss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ()twlb) 11w855, 17-549. LOAD CASE(5) Standard 24-0-0 7-11-0 ;5-6-10 29-8-6 1 33-8-0 3,5—0 ;0 r—� 1-6-0 4-2-6 3-11-10 1-4-0" 17 16 15 14 13 12 11 6x6 = 5x6 WB = 3x4 - 3x8 = 6x6 - 3x4 = 4x6 - LATE: SIMPSON SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Ft. 34951 (772)464-4160 Fax:(772)318-0015 -TIE I. Con hot 2. Can dim indi 3. 4. Un I�St 1 roo 5. The 10-6-13 10-6-13 21-7-3 11-0-6 FURNISH A COPY OF THIS TRUSS DESI ESIGN BASED UPON THESE DESIGN CRITERIA: icated from 20 gauge ASTM A653/653M Grade A or better ed to both faces of truss at each Joint. Where plates are symmetrically placed about joint or as fall bee acc mplished using equipment producing snug )edded ja�es, ompression top chord to be continuously braced by the restraint shown is to revent buckling of individual truss led as o bracing plan for the roof structure or as a plan roof to the building. CAUTION: and Gail couse damage and pgrsonal in111ryjQ�,r9.pgrly 25 .6-0 33-8-0 10—� �' ,j 8-2-0 N TO ERECTLON iCCMTRACTOR Y` C TCTC 0.99 sc LOADING �D CRITERIA: Al ! LOADING (Psi) TCLL 30.0 TCDL 15.0 BOLL 0.0 • \ SCOL 10.0 /°FEsst� ,��.. TYPE: A21 DEFL I. (lac) I/den L/d PLATES GRIP Vert((LL)) —0.2B 11-15 1999 Verl(TL)—O.e614-15 >452 Harz(TL) 0.15 11 /a 360 240 /a AS20 246/195 AS18H 246/195 %i d(LL) 0.31 14-15 >999 240 DATE: Feb 2012 rP11-2007 MATRIX Version: 10.2d SPACING 2-0-0 Plates Increase 100 Lumber Increase 1:25 Rep Stress Inc, YES Code FBC2010/TP12007 ARCE ENGINEERING Standard Pacific 6511 QTY' 1 r LUMBER BRACING NOTES TC 2 X 4 SP SS •Except•Tf 2 X 4 SP No.2. T4 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except 1) Unbalanced roof live loads have been ednsidered for this tlesign. 8C 2 X 4 SP SS end verticals. 2 Wind: ASCE 7-10; 170mph(3sec gust )Vasd-132mph; h.2711; TCOL-6.Ops1; BCDL-6.Opsf; Category 11; Exp C: enclosed; MWFRS (Iow-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 5-3-7 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 tortes, and OTHERS 2 X 4 SP No.3 WEBS 1 Row al mldpt 3-14. 7-9 for MWFRS for reactions specified. I _ply 3 Th;s Truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. REACTIONS (Ib/size) 9-1740/0-B-0, 14-1888/0-B-0 4; Provide mechonical connection (by others) of truss to bearing plate capable of withstanding 667 It, uplift at joint 9 and 827 Max Harz 14-197(LC 6) lb uplift at joint 14. Mox Uplift 9--667(LC 5). 14.-827(LC 4) - LOAD CASE(S) Standard FORCES (lb) - Max. Comp./Max. Ten.- All forces 250 (lb) or less except when shown. TOP CHORD 2-3--1020/436.3-4.-3120/1657.4-5--3010/1684.5-6--3021/1700.6-7--3130/1672.7-8--1144/612. 2-14--798/674, 5 -9--695/464 BOT CHORD 13-14--1543/3124,12-13--1543/3124.11-12--1049/2333.10-11--156B/3141. 9-10--1568/3141 WEBS 3-12--540/467.5-12--327/871.5-11--34B/885,7-11--551/484,3-14--2470/1364. 7-9--2361/1208 ' -1-4-0 8-2-4 16-1-0 1-4-0 8-2-4 7-10-12 4.00 TT 4x9 - 5 in 23-11-12 32-2-0 13-6-IC 7-10-12 8-2-4 1-4-0 14 13 12 1.11 10 9 5x6 - 4x5 = 3x4 = 5x6 - 3x4 - 4x5 - 1 PLATE: SIM SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Ft. 34951 (772)464-4160 Fax:(772)318-0015 10-6-13 21-7-3 r 32-2-0 10-6-13 11-0-5 10-6-13 NG-TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ftL6 t 11� bJTRACTOR r SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �\ csi I. Connector plates are fabricated from 20 gauge AS A653/653M Grade A or better �~ v� "" /�/� ec °D:i9T hot-dippe galvanized steel. ` ,•' r�[ wet o.96 2. Connector plates ore applied to both faces of truss at each 'pint. !Nhere •• G�\ dimensions ore not h wn, plates are symmetrically placed ailaul joint or as �• Cr Gj LOADING indicated bY circles �o� r�J 3. �ytting, qnd fobricallon shall be occgplished using equipment producing snug CRITERIA: AN I ting joints and fully embedded DID es. w _ 4. Unlless otherwise noted, compression top chord to be continuously braced by the roof sheathing. LOADING (per) 5. The permanent structural restraint shown is to revent buckling oI individual truss N _ TOLL 30.0 member and is no( intended os a bracing plan for the roof structure or as O pion TcoL IS.o for the attachment of the roof to the building. 6CLL 0.0 CAUTION: U \ BCDL 10.0 Trussses con be dOn erou and ap cause ddome a an rsonol in r f i�r�pr rl i hanoled Installed and/or sbrace� Bracing sh wn9on lhdsp�rowll gg Isl(1yll EKCC���! y BRACING. Refer to the Truss Plate Institute �TPI) publication f3CSl 2000 BUILDING i COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing R �f me of plots connected wood tr ssppes ..TPI I hone:�pateg of 61@North Lee Street /� ��C \C \\ ud all malnufectureexandria VA ?s3W W14. ARNINGS en�closed�witth drawlinggtpacka9e. //// �S 5exes I TYPE: A20A DEFL in (Toc) Vden L/a PLATES GRIP Varl((LL)) Verl(TL) -0.2211-12 >999 -0.7311-12 s623 360 240 A520 246/195 H°ri(TL) wind 0.14 9 n/° 0.29 11-12 1999 /a 240 A51BH 246/195 DATE: Feb 2012 roi �__onrrr uATory Version: 10.2d SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress Inc, YES Code FBC20f0/TP12007 ARCE ENGINEERING Standard Pacific 6511 QTY. 2 LUMBER BRACING NOTES + TC 2 X 4 SP SS -Except- T1 2 X 4 SP No.2, T1 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except 1) Unbalanced roof live loads hove been considered for this design. SC 2 X 4 SP SS and verlicals. 2 Wind: ASCE 7-10; 170mph(3sec gust)Vosd- 132mph; h-271t; TCDLw6.Op5f; BCDLw6.Op3f; Category II; Exp C; enclosed; MWFRS (low-rise) WB 2 X 4 SP No.3 •Except• W1 2 X 6 SP No.2, WI 2 X 6 SP No.2 SOT CHORD Rigid ceiling directly applied or 5-6-3 oc brocing. and C-C Inlerior(1) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss ;s designed for C-C for members and forces, and OTHERS 2 X 4 SP No.3 WEBS 1 Row al midpt 3-15. 7-10 for MWFRS for reactions specified. 1 - ply 3) This truss has been designed for o 10.0 wl bottom chord live load nonconcurrenl with any other live loads. REACTIONS (lb/size) 10-1885/0-8-0, 15-1885/0-8-0 4 Provide maehonieo, connecl;on (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 10 and Mow Horz 15w-iBI(LC 7)) 826 It, uplift of joint 15. Mox Uplift 10--826(LC 5), I5--826(LC 4) LOAD CASE(5) Standard FORCES (lb) - Max. Comp./Mox. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--1019/435.3-4--3111/1644,4-5--3002/1672.5-6--3002/1672,6-7--3111/1644.7-6--1019/435. 2-15--798/674, 8-10--798/674 BOT CHORD 14-15--1438/3116,13-14w-1438/3116.12-13--942/2324,11-12--1438/3116, 10-11--1438/3116 WEBS - 3-13--540/468,5-13--32B/871,5-12--328/871,7-12--540/468,3-15--2463/1353, 7-10--2463/1353 1-4;0 8-2-4 16-1-0 23-11-12 32-2-0 .3-6;( -4-0 8-2-4 7-10-12 7-10-12 8-2-4 1-4-0 4.00 12 4xg - 5 15 14 13 12 11 10 5x6 = 4x5 = 3x4 = 5x6 - 3x4 = 4x5 1O 6-13 10-6-13 21-7-3 32-2-0 11-0-5 10-6-13 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO _FREd UII�I�ONTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \` K 1 L' / cs, 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better \\ P • • • • //i Bc '0.:9 hot -dipped alvonized steel. \ 31C i we o.9T 2. Connector plgates are applied to both faces of truss at each joint. Where `.. ("^�^•> dimensions are not h wn, plates are symmetrically placed about joint or as ` �/, G� indicated by circles kol. b o �' : C;'' C , b� i LOADING SOUTHERN 3' fI ling joints stand fully embedded platesPlished using equipment producing snug Q M aj 151 f CRITERIA: Al 4. Unl ss otherwise noted, compression top chord to be continuously braced by the TRUSS Too sheathing. I- �( - LOADING (oaf) 5. The permanent structural restraint shown is to revent buckling of individual truss - TCLL 30.0 COMPANIES member and is not intended op o bracing plan (or the roof structure or as o plan U! - TCOL 15.0 for the attachment of the roof to the building. BCLL 0.0 CAUTION: BCOL 10.0 2590 N. Kings Highway Trussses can be elan eroug and Capp copse damage and personal in' ry (i r D rl Fort Pierce, F1. 34951 hontlied Installed angel/or braced. tlfacing sh wngon this drawingg IMP E��IU�J BRACING. Refer to the Truss Plate Institute �TPI) publication eCS1 2008 BUILDING (772)464-4160 Fax:(772)318-0015 i COMPONENT SAFETY INFORMATION. Culrje to good practice for hondling installing � � .. \�' \ f mettal la le connected wood trusses . TPI I3 I99coted at- 21g North t BeStreet / Q\ \\ Salle W?Aalexandrla VA 22314. Tewhone: (/OS) 683-Ibl E-moil: Into@tpinst.org /// �IC�S \\ Reed ell manufacture's WARNINGS enclosed with drawing package. DEFL In (Ioe) 1/ee11 Ver1(LL)-0.2212-1J >999 Ven 1L -0.73 12-13 >522 Hurz(% 0.14 1 0 Wind ut 0.29 12-13 >999 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress lner YES Code FBC201a/TP12007 1 TYPE: A20 L/d PLATES GRIP J60 240 A520 246/195 2+� ASIBH 246/195 DATE: Feb 2012 Version: 10.2d �70 ARCE ENGINEERING Standard Pacific 6511 QTY. 1 LUMBER BRACING TC 2 X 4 SP SS -Except- T6 2 X 4 SP No.2, T2 2 X 4 SP No.2, T4 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-10; 170mph(3eec gust)gnsdw132mph: hw2711: TCOLw6.Op5f; SCOLw6.Opsf; Category Ili Exp C; rr enclosed; MWFRS (low-rise) BC 2 % 4 SP SS end verticals. Except: W4 2 % 4 SP No.3, WS 2 X 4 SP No.3, WS 2 % 4 SP No.3 3-5-0 oa bracing; 2-4 and C-C Interior(1) zone; Lumber DOL-1.33 plate grip DOL-1.33. This buss is designed for C-C for members and forces, and WB 2 X 6 SP No.2 •Except' We 2 % 4 SP No.3, W3 2 % 4 SP No.3. W3 2 % 4 SP No.3 5-8-0 oc bracing: 1-2 807 CHORD Rigid ceiling directly applied or 5 oc bracing. for MWFRS for reactions specified. - 3) This truss has been designed for a 10.0 pill bottom chord live rood nonconcurrenl with any, other live loads. OTHERS 2 X 4 SP No.3 ,3 .6 WEBS 1 Row at mitlppl 6-9. 2-14 4 Provide machon.c., connection (by others) of truss to bearing plate capable of withstanding 827 lb uplift at joint 9 and 667 I - Ply JOINTS 1 Broce of Jt`s): 2, 1 lb uplift of joint 14. 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to buss TC w/ 2710d nails. REACTIONS (lb/size) 9-1888/0-8-0. 14-1740/0-8-0 Max Holz 9w-197(LC 7) Max Uplift 9w-B27(LC 5), 14.-667(LC 4) LOAD CASE(S) Standard FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5--3010/1684,5-6w-3120/1657.6-7w-1020/436,1-2w-1171/621.2-3--3132/1674,3-4w-3022/1701, 7-9--79B/674, 1-14w-704/466BOT /3124. _ CHORD 6311-•539/467,4311.-1327/870. 43143. 12--350/889.2-122333. --556/487, 5-9w32471/136402-114--23124 WEBS 2335/1202 it-4-0 8-2-4 16-1-0 23-11-12 32-2-0 3,3-6;0 1-4-0 8-2-4 7-10-12 7-10-12 8-2-4 1-4-0 12-5-0 4x� = -t A - 19-9-0 1.5x4 II 1.5x4 II 1.5x4 II 4x9 = 4.00 112 1-3 14 13 12 11 10 9 5x6 = 3x4 = 4x5 = 5x6 = 4x5 = 3x4 = 10-6-13 10-6-13 21 -7-3 11-0-5 LATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESI SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better hot -dipped steel. galvanized 2. Connector plotes are applied to both faces of truss at each int. Where dimensions ore not h wn, plates are symmetrically placed about joint or as SOUTHERN indicated byY circles �a� 3 s in�gjoin sfandcfully embedded PIG esPlished using equipment producing snug TRUSS 4. Unless otherwise noted, compression top chord to be continuously braced by the root sheathing. COMPANIES 5. The permanent structural restraint shgwn is to revent buckling of individual truss member and Is not intended a5 a bracing plan for the roof structure or as a plan for the attachment df the roof to the budding. 2590 N. Kings Highway B B Y CAUTION: es can be dun erou Dnd ap cause ldama a oncj p@rsonol in r f i p1 n rl sbroce� this derawingg is1C�11 Et( �U�! y Fort Pierce, F1.34951 (772)464-4160 Fax:(772)318-0015 handled installed ongd/or tlrocing sh wngon han BRACING. Refer to the Truss Plate Institute �TPI) publication HCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing 32-2-0 3 ft 0-6-13 N TO ,Rtd W NTRACTOR TYPE: A20B \1�L _ / csl TC 0.97 DEFL Qac) I/den Verl((LL))-0.2211-12 1999 L/a 360 PLATES GRIP \ ,' •'�,•,l • • \ \ %i-.•,G�•• 9C 0.19 (Maliie) Verl(TL)-0.7311-12 >521 Nore(TL) -0.11 1/ /a Wnd(LL) 0.2911-12 >999 240 n/ 240 gS20 246/195 AISIoH 246/195 i� LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX rO�� = Version: 102d .2d LLJ _ - LOADING (wf) SPACING 2-0-0 V TCLL 30.0 TCDL 15.0 Plates IncreOse 1.00 Lumber Increase 1.25 ' BCLL 0.0 BCDL 10.0 Rep Stress Inv YES Code FBC2010/1712007 \ 41 71 ARCE ENGINEERING Standard Pacific 6511 QTY. 7 LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except NOTES r 1)) Unbolonceclroof live loads hove been considered for this design. 2) Wind: ASCE 7-10I 170mph(,3 gusl)Vasd-132mph; h-27f1; TCDL-6.0psf; BCOL-6.opef; Category 11; Up C; enclosed; MWFRS (low-rise) BC 2 X 4 SP SS end verticals. WB 2 X 4 SP No.3 •Excepl• WI 2 X 6 SP No.2, Wl 2 X 6 SP No.2 SOT CHORD Rigid ceiling di racily applied or 4-10-6 oc and C-C Interior(l) zone; end vertical left and right exposed; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed OTHERS 2 X 4 SP N0.3 bracing. WEBS 1 Row at midpl 5-15, 7-15 for C-C for members and forces, and for MWFRS for reactions specified. 3)) This truss has been designed for a 10.0 psi bottom chord live food nonconcurrenl with any other live toI"s. 1 - Ply 2 Rows at 1/3 pis 3-18. 9-12 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, up1111 0l joint(s) except REACTIONS (lb/size) 12-2285/0-8-0. 18-2288/0-8-0 (jl-lb) 12-9B1, 18-981. Mox Horz 18--213(LC 7) Mox uplift 12--981(LC 5), 18--981(LC 4) LOAD CASE(5) Standard FORCES (lb) - Max. Comp./Max. Ten. - All fortes 250 (lb) or less except when shown. TOP CHORD 2-3.-879/329,3-4w-4142/2152,4-5--4046/2165.5-6.-3181/1786,6-7--3181/1706,7-8--4046/2165. 6-9--4142/2152. 9-10--879/329, 2-18--703/596, 10-12--703/596 BOT CHORD 17-18--1649/3974, 16-17--1590/3665, 15-16--1590/3665.14-15.-1590/3665,13-14--1590/3665, 12-13--18a9/3974 WEBS 3-17--251/305,5-17.-85/404,5-15--1014/636.6-15--6B2/1373,7-15--1014/636. 7-13--85/404. 9-13--251 305. - 3-IBA-3553/1971, 9-12--3553/1971 -1-4 6-9-5 1 13-3-3 19-9-0 26-2-13 32-8-11 39-6-0 4q-10,-0 1-4-0 6-9-5 6-5-13 6-5-13 6-5-13 6-5-13 6-9-5 1-4-0 4.00 12 5x6 - 6 1 0 II 0 18 17 16 15 14 13 12 6x7 = 4x6 - 3x8 - 3x4 = 6x7 - 3x4 - 4x6 - 10-0-4 19-9-0 29-5-12 39-5-0 10-0-4 9-8-12 9-8-12:� 6 10-0-4 -J` PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO & )N'6 RACTOR TYPE: A14 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: . / r • • • �i Gs, Tc 0.91 OEFL (I ) I/deb L/d Verl(LL) -0.31 IS- 17 >999 360 GRIP PLATES GRIP I. Connectorylates ore fabricated from 20 gouge ASTM A653/653M Grade A or better hot-dippe galvanized steel. �'� . • • /�� >� ec o.6, we o.e9 (Me1r1=) verl(TL) -o.ez 13-1s >sse z,o Ner:(rL) o.z3 z e/a e/a wnd u o.41 16-17 .>999 2.0 Aszo As1eH 246/195 2. Connector plates are applied to both faces of truss of each joint. Where or as `1 .' �• G, LOADING DATE: Feb 2012 dimensions are not h wn, plates are symmetrically placed about joint b�� circles �o� `� , . C_s \� i CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN I�ndicated 3. Rt nlgcjolntsfond fully embedded platesplished using equipment producing snug ba Q ; rO ,• 0 � Version: 10.2d TRUSS 4. Unless otherwise noted, compression top chard to be continuously braced by the IL! - 1- `� - LOADING (psi) SPACING 2-0-0 COMPANIES roof sheathing. 5• The erman nl structural restraint shown is to revent bucklingof individual truss member one is not intended o o bracing plan for the roof struture or as a plan the building. N • - - TCLL 30.0 Plates Increase I.00 TCDL 1s.o Lumber lncreose 1.25 6CLL o.o Rep stress lntr YES for the attachment of the room to AcopseOdamage \ ` BCDL 10.0 Code FBC201 O/TP12007 2590 N. Kings Highway Fort Pierce, F1. 34951 Trusses on be don erouS and Cap an personal in r if iff?Cr gI handled Installed and/or bracetl. jag sh wn n thisdraw'Ingg is !(�T EKtC�I�N y i e' FL V (772)464-41G0 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication (iCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handlingq installing metal tote connected wood trysses TPI�L�03�6ted eI e •. \� • •�\ // \ ��� �/ OF 2 �f . pinst.org ilbl27g NmaIl:Lin o�tf uite 12P Alexandria VA 22314. telephone: 83- 0. E / S rj L Reed all manufacture's WARNINGS enclosed with d wing pMckage. ARCE ENGINEERING Standard Pacific 6511 - QTY. 14 LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except NOTES 1) Unbalanced root live loads have been considered for this design. 2 Wind: ASCE 7-10; 170mph(33ec gusl)Vosd. 132mph; h.27f1; TCOL•6.Opsl:, BCDL•6.Ops1; Category II; Exp C: enclosetl; MWFRS (low-rise) BC 2 X 4 SP SS end verticols. WI) 2 X 4 SP No.3 Except- WI 2 X 6 SP No.2, WI 2 X 6 SP No.2 BOT CHORD Rigid ceiling directly applied or, 4-8-3 oc bracing. and C-C Interior(l) zone; end'verlical left and right exposed; Lumber DOL•1.33 plate grip DOL•1.33. This truss is designed OTHERS 2 x 4 SP No.3 WEBS 1 Row al midDl 5-14, 7-14 2 Rows al 1/3 3-17, 9-11 for C-C for members and forces, and for MWFRS for reactions specified. 3 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 1 -ply pis REACTIONS (Ib/s;xe) 11.2144/0-8-0. 17.2291/0-8-0 4; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Max Harz 17w229(LC 6) (jl•ib) 11.822, 17.982. Max Uplift 11.-822(LC 5). 17.-982(LC 4) LOAD CASE(S) Standard FORCES Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 2-3•-880/330.3-4.-4149/2162. 4-5•-4054/2175, 5-6.-3189/179E.6-7.-3189/1798.7-8•-3995/2197. 8-9•-4164/2184. 9-f0.-T005/507,2-17w-704/596, 10-11w-600/386 11-12•-1989/4006 BOT CHORD 16-17.-1951/3980.15-16.-1694/3672. 14-15•-1694/3672,13-14.-1704/3679,12-13.-1704/3679. WEBS 3-16.-251/304,5-16--85/404,5-14.-1014/635.5-14.-689/1377.7-14.-1023/548. 7-12--96/414. 9-12•-266 317, - 3-17.-3559/1979, 9-11.-3457/1835 -1-4-0 6-9-5 13-3-3 19-9-0 26-2-13 32-8-11 39-6-0 1-4-0 6-9-5 6-5-13 6-5-13 6-5-13 6-5-13 6-9-5 5x6 - 4.00 6 17 16 15 14 13 12 11 6x7 - 4x6 - - 3x8 - 3x4 - 6x7 - PLATE: SIMPSON SOUTHERN TRUSS COMPANIES 2590 N.Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 3x4 = 10-0-4 10-0-4 19-9-0 9-8-12 i-TIE FURNISH A COPY OF THIS TRUSS DESI SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates ore fabricated from 20 gauge ASTM A653/653M Grade A or better hot-dippetl galvanized steel. 2. Connector plates ore applied to bath. faces of truss at each 'Dint. Where dimensions are not h wn, plates are symmetrically placed a�tout join( or as indicated by circles �o� 3. ��1(ting, Qnd fabrication shall be occ�mplished using equipment producing snug I ling joints and fully embedded pia es. 4. Unless 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 con.be donoerous and con cause damage and persogal inIVry if-i=_r9ggrly 4x6 = 29-5-1 2r. 39-6-0 9-8�2 ��( 10-0-4 N TO lEdi J6W60NTRACTOR {py., / // Cs1 TC 0.91 DEFL (lac) Verl((LL)) -0.31 14-16 I/de11 >999 \ ` / C • ' i(L \ 4. Be 0.85 we 0.90 (Malrie) Veri(TL) -O.BJ 14-15 Horr(TL) 0.23 11 Wn 1.8 0.4214-16 >568 n/o >999 LOADING CRITERIA: ANSI TPI1-2007 MATRIX LOADING (psi) SPACING TCLL 30.0 Plates Increase 2-0-0 1.00 (n • _ '- TCDL 15.0 Lumber Increase 1.25 - BOLL 0.0 Rep stress lncr BCOL 10.0 Code FBC2010/11312007 YES ` G ¢' v F 1 TYPE: A14A L/d PLATES GRIP J60 240 AS20 246/195 2i0 A5181-1 ' 246/195 DATE: Feb 2012 Version: 10.2d ARCE ENGINEERING Standard Pacific 6511 QTY. 2 LUMBER BRACING NOTES v TC 2 x 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-7 1) Wind: ASCE 7-10; 170mph(33e0 gusl)Vosd-132mph; 14-27ft; TCDL-6.Opsf; BCOL-6.Op3r; Category 11; Exp C: enclosed: MWFRS (low-rise): BC 2 x 4 SP No.2 oc pur6ns, except end verlicols. Lumber DOL-1.33 plate grip DOL-1.33. WB 2 X 6 SP No.2 BOT CHORD Rigid ceiling directly oppl;ed or 10-0-0 oc 2) This truss hall been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. OTHERS 2 x 4 SP No.3 bracing. 1 - Ply LOAD CASE(S) Standard REACTIONS (lb/size) 5-405/0-11-5, 3-53/Mechanical, 4--4/Mechanical 1) Regular: Lumber Increase -1.25, Plate Increases 1.00 Max Harz 5-96(LC 3) Uniform Loads (pit) Max Uplift 5--349(LC 3), 3--39(LC 4). 4--5(LC 6) Verl: 1-2--90, 2-3--90, 4-5--20 Max Grov 5-406(LC 1). 3-53(LC 1). 4-34(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5--354/325 0 0 —1-10-10 _ 2-8-7 1-10-10 2-8-7 2x4 II 2-8- 3H. PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO_f}1ECTJQWCgrN/7RACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: cSI TC 0.64 I. Connector lutes are fabricated from 20 gouge ASTM A653/653M Grade A or better �� i� Be u.00 hot—dippe�galvanized steel. 2. Connector plates are applied to both faces of truss at each joint. Where i (M°"1•) dimensions are not h wn, plates are symmetrically placed about joint or as �. indicated by circles �o� `�' , C:. �h LOADING SOUTHERN 3. �Vttingg, qnd fabrication shall be apccImplished using equipment producing snug a 1� CRITERIA: A( I m joints qnd full embedded to es. ^ F 4. Un 7/ss otherwise noted, compression top chord to be continuously braced by the 1liJ : h �/ z TRUSS roof sheathing 1 — LOADING (p5r) S. The permone,f structural restraint shown is to -prevent buckling of individual truss — rcLL 30.0 COMPANIES member and Is not Intended as a bracing plan r the root structure or as a plan V) 1 — TCDL 15.o for the attachment of the roof to the building. BCLL o.o CAUTION: BCOL lo.o 2590 N. Kings Highway Trus es an be don erouS and Cop cause damn a on Brsonol 'n ry if i�r�pr�Q�fl i 4 Fort Pierce, Fl. 34951 handed Installed and/or braced. tlrocing sh wn on lhdspdrow'Ing islUT EtttCIIUN y �•' BRACING. Refer to the Truss Plate Institute �TPI) publication BgCSI 2008 BUILDING (772)4G4-41G0 Fax:(772)318-0015 \`%` COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing i� `O � f me al plole connected wood tr spell . TPI I I coted a( 201 Norih L,e Slreel // OF ,Q Read all mLite anufacturAe's W R314, eNINGS enclosed with drawing package. DEFLL( (I" I/den L/d PLATES GRIP )) Verl(TL) o.In O.DO 4-a >999 240 AS20 246/195 Nore(TL) -0.01 ] n/° /e AS18M 246/195 Wnd LL -0.01 4-6 >999 140 DATE: Feb 2012 roI , _ onm1—T—Vi Version: 10.2d SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 ,Rep Stress I— NO 'Cade FBC2010/712007 ARCE ENGINEERING Standard Pacific 6511 QTwy. 1 LUMBER BRACING NOTES TC 2 X 4 SP SS -Except- T3 2 X 4 SP No.2, T5 2 X 4 SP No.2. T6 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except verlidal6. I) Unbolonced root live loads have been considered for this design. 2 Wind: ASCE 7-10; 170mph(3sec gust)Va5d-132mph; h-2711; TCOL-6.ap3f; BCDL-6.Opsfi Category 11; Exp C; enclosed; MWFRS (low-rise); BC 2 X 4 SP SS end W9 2 X 4 SP No.2. W1 2 X 6 SP No.2, WI 2 X 6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-14 oc Lumber DOL-1.33 plate grip DOL-1.33. wB 2 X 4 SP No.3 -Except- W10 2 X 4 SP No.2 bracing. 3) Provide adequate drainage to prevent water ponding. OTHERS 2 x 4 SP No.3 WEBS 1 Row at midpt 5-19, 7-19 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live foods. 1 - Ply 2 Rows at 1/3 pis 3-22 REACTIONS (lb/size) 14-2335/0-8-0. 22-2369/0-8-0 LOAD CASE(S) Standard Max Harz 22--213(LC 6) 1) Regular: Lumber Increase-1.25. Plole Increase-1.00 Max Uplift 14--1017(LC 4). 22--1007(LC 3) Uniform Loads (pit) Vert: 1-2--90, 2-6--90, 6-10--90, 10-11--90, 11-12--90, 12-13--90. 14-22--20 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Concentrated Loads (lb) TOP CHORD 2-3--950/301.3-4--4345/1629,4-5--4250/1642,5-6--3409/1337.6-7--3408/1320,7-8--4601/1826. 8-9--4770/1813. Vert: 11-37(F) 9-10--5017/1945.10-11--4540/1711,11-12--2886/1105.2-22--735/451, 12-14--2217/1002 BOT CHORD 21-22--1628/4146,20-21--1380/3870. 19-20--1380/3870. 18-19--1321/4075.17-18--1321/4075. 16-17--1762/48BO. , 15-16--911/2565 ' WEBS 3-21--232/294.5-21--77/389.5-19--1008/581.6-19--505/1511.7-19--1225/678,7-17--212/696. 9-17--606/439. 10-16--1795/785,11-16--994/2B11.11-15--1122/366,3-22--3671/1468, 12-15--1053/2666 41-0-0 -11-4,-0 6-9-5 13-3-3 1 19-9-0 26-2-13 32-8-11 37-6-0 3?-0;0 -4�-4-0 1-4-0 6-9-5 6-5-14 6-5-13 6-5-13 6-5-14 4-9-5 1-6-0 1-4-0 2-0-0 4.00 F-1T 5x5 - ,6 0 I 1.5 C. 0I 22 21 20 19 18 17 16 15 14 6x8 = 3x4 - 5x6 WB - 3x8 - 3x4 - 5x8 = 2x6 II 5x6 WB - 3x6 - 41-0-0 10-0-4 19-9-0 29-5-12 37-6-0 30;0 10-0-4 9-8-12 9-8-12 (( 8-0-4 1-6-0 �i cal_ z-o=o 3 0 o I PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO Ed UINf61ITRACTOR TYPE: A16 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ / �/ CST rc o.e9 OLrL la (lee) I/dell L/d verl LL)-0.3419-21 >999 3so PLATES GRIP 1. Connector DIOles are fabricated from 20 gouge ASTM A653 653M Grade A or better hot -dipped galvanized steel. g g faces truss Where \\ ..... \ i .••' �f: J(L / \ F TIC o.73 We 0.92 (uelrx) verl�TL)-0.6917-19 >550 24o Hori(TL) 0.25 14 n/o /o wied(LL) 0.]619-21 >999 240 AS2o 246/195 AS18H 246/195 2. Connector plates are applied to both of at each joint. dimensions are not h wn, plates are symmetrically placed about joint or as �- Gr LOADING DATE: Feb 2012 SOUTHERN indicated 1 circles o� 3.��1(i9gjgnd fobricotlyn shall be oPc�mplished using equipment producing snug l in full embed ed to es. `�" ,• (:" �� 1� Q • ti �j �11 ' w Version: 10.2d CRITERIA: ANSI TPI 1-2007 MATRIX TRUSS joints qnd 4. Un Qss otherwise noted, compression top chord to be continuously braced by the =f� : _ << COMPANIES r001 sheathing. 5. The permanent strutural restraint shown is to prevent buckling of individual truss member and is not intended as a bracing plan fr the roof structure or as a plan for the Cof the to the building. (- - - (f! �j - LonOwc (psi) SPACING 2-0-0 TOLL 30.0 Plates Increase 1.00 TCDL 15.0 Lumber Increase 1.25 BOLL 0.0 Rep Stress Incr NO 2590 N. Khigs Highway Fort Pierce, Ft. 34951 attachment root CAUTION: Trusses on be don eroug and cog copse domo a and ersonal in' ry if iL�pr ul handled Installed and/or broced. dracing sh wngon thispdrowlPg, is JUT Efit( IIUN y ' i 1 '• �.' BCOL 10.0 Cade FBC2010/TP12007 (772)4G4-41G0 Fax:(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 4f mettal plate connected wood trusses . TPI I Ig ated of 21g North Lee Street F�- .•' \ �/ O Q \\ Suite J12, Alexandria VA 22314. Telephone: (03�683-1d10 E-mail: Info@tpinsl.org drawing F� 5 51 �\ // Reed allmanufacture's WARNINGS enclosed with ecke e. ARCE ENGINEERING Standard Pacific 6511 QTY. 1 LUMBER BRACING NOTES a TC 2 X 4 SP No.2 -Except' T3 2 X 4 SP SS, TS 2 X 4 SP SS, T4 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied, except 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-10; 170mph(33ec gusl)Vosdw 132mph; h.27f1; TCDL.6.Dp3f; BCDL•6.0psf; Category II; Exp C; enclosed; MWFRS (low-rise) BC 2 X 4 SP SS end verlicois. WB 2 X 4 SP No.3 'Except' Wl 2 X 6 SP No.2, Wl 2 X 6 SP No.2, W12 2 X 4 SP NoHOT CHORD Rigid ceiling directly applied or 4-1-13 oc 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 brocing. for MWFRS for reactions specified. t - Ply WEBS 1 Row of midpl 5-17. B-17 3) Provide odequole drainage to prevent water panding. 2 Rows of 1/3 pis 3-20 4 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads, REACTIONS (tb/size) 13-2370/0-8-0. 20-2370/0-6-0 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 ib uplift al joinl(s) except Max Horz 20.213(LC 6) (jl•lb) 13-1020. 20-1005. Mox Uplift 13.-1020(LC 5). 2D.-1005(LC 4) LOAD CASE(5) Standard FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3.-883/322, 3-4.-4367/2267. 4-5.-4271/2280, 5-6.-3422/1908. 6-7.-3333/1899, 7-8w-3450/1872. 8-9.-4858/2488. 06/594, 11-13.-2275/1400 BOT CHORD 99-20.31996/46611OB119_39757/3867. 17-1Bw1987, 1757/3867,16-17.-2022/4327,15-16.-2022/4327, 14-15.-2516/5073. 13-14.-135/405 WEBS 3-19•-230/292.5-19.-92/406.5-17.-992/617.6-17.-707/1463,8-17.-1400/871, 5-15•-70/502, 9-15.-653/493, 9-14.-2323/1352,10-14.-693/1315,3-20.-3755/2072, 11-14.-1709/3353 -,1-4-0 6-9-5 I 13-3-3 1 19-9-0 1 27-7-8 1 35-6-0 37-0;041-0-04�-4-C 1-4-0 6-9-5 6-5-13 6-5-13 7-10-8 7-10-8 1-6-0 4-0-0 1-4-0 20 6x8 - 4.00 rTT 5x7 = 6 19 18 3x4 - 5x6 WB - I II 0 2 v ID I I N 17 16 15 14 13 3x8 - 3x4 = 5x9 - 2.5x6 II 5x6 WB - 9-8-4 19-9-0 29-9-12 37-0-0 41-0-0 9-8-4 10-0-12 10-0-12 7-2-4 4-0-0 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO EftEdf VW60NTRACTOR TYPE: A17 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: esI DER (roe) I/dell L/d \\ \� . , . /1 7c 0.99 Vert(LL))-0.J517-19 "" 360 PLATES GRIP I. Connector lutes are fabricated from 20 gauge ASTM A653/653M Grade A or better ,. • • ' • / BC o.4s Verl(TL)-0.9317-19 >522 240 As20 246/195 hot-dippe�golvanlzed steel. t~ wB o.94 Narr(TL� 0.2s 3 /a /a As18H 2a6/195 2. Conneclor plates are applied to both faces of truss at each joint. Where •G� (Malri,) w, a(u o.4717-19 >999 i4o dimensions ore not h wn, plates are symmetrically placed about joint or as �• ,; 01•� LOADING DATE: Feb 2012 indicated by circles (so� SOUTHERN 3• �Vtlinggnd fabrication shall be occomplished using equipment producing snug Q ; n7 115 CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d I Ling joints and fully embedded plates. LL/ ` 4. UnlQss otherwise noted, compression top chord to be continuously braced by the TRUSS roof sheathing. 1- C - LOADING (psi) SPACING 2-0-0 COMPANIES 5• The ermonent structural restraint shown i to revenl buckling of individual truss - TCLL 30.0 Plates Increase 1.00 member antl Is not Vended as o bracing plsan for the roof structure or as a pion 0 �G - rcDL 1s.o lumber Increase 1.2s for the attachment of the roof to the building. BCLL 0.0 Rep stress Incr YES BCDL 10.0 Code FBC20f0/TP12007 2590 N. Icings Highway Trus es an be den erouS and CaTT11AcopseOddama a an @rsonal In1U�ryy f 'm r9D rl i Fort Pierce, Fl. 34951 hOnAed Installed a nd/or braces. tlrocing sh wngon (hdspdProwingg is"NOl) EI2LpC IIU�1 y F V (772)464-4160 Fex:(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 // ��\\ gf metal pl le connected mod tr �ses . TPI� I �ated at 61f3 North 4eej Street // �F Read ell m�alnufacturAe?s WAReNINGS enclosedwithdrawing gt ackage. //// �S ARCE ENGINEERING Standard Pacific 6511 QTY. 1 LUMBER BRACING TC 2 X 4 SP No.2 -Except- T3 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied, except NOTES 1Unbalanced roof live loads hove been considered for this design. ) II; Exp C; MWFRS (low-rise) BC 2 X 4 SP SS end verticals. 2 Wind: ASCE 7-10; 170mph(35ec gust)Vasd-132mph: h-27ft; TCOL-6.Opsf; BCDL-6.Opsf; Category enclosed: WB 2 X 4 SP No.3 -Except- WI 2 X 6 SP No.2, Wt 2 X 6 SP No.2. WIO 2 X 4 SP No.ROT CHORD Rig;d ceiling directly applied or 4-3-1 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 Omidpt 5-16, 7-16, 10-13 OTHERS 2 X 4 SP No.3 WEBS I Row al for MWFRS for reactions specified. I - ply 2 Rows at 1/3 pts 3-19 3) Provide adequate drainage to prevent water pending. REACTIONS (lb/size) 12-2370/0-8-0. 19-2370/0-8-0 4 This truss has been designed for o 10.0 psf bottom chord live food nonconcurrent with any other five loads. 100 lb at joint(s) except Mo. Harz 19--213(LC 7) Mo. Uplift 12--1020(LC 5). 19--1004(LC 4) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift (jt-1b) 12-1020. 19-1004. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. LOAD CASE(S) Standard TOP CHORD 2-3--897/309.3-4--4352/2259.4-5--4256/2272.5-6--3413/1905,6-7--3415/1907.7-8--4764/2486. 8-9•-4136/2207, 9-10--4392/2236.2-19w-711/59a.10-12--2262/1430 BOT CHORD 18-19--1999/4154,17-18--1760/3575, 16-17--1760/3875.15-16.-1887/4094.14-15--1887/4094. 13-14--2409/4948, 12-13--197 660 WEBS 3-18--238 296,5-18.-80/390.5-16--1002/631.6-16--767/1530.7-16--1250/792.7-14--218/642, 8-14.-660/490. 8-13•-1012/1007,9-13--582/1206.3-19--3733/2090. 10-13--1778/3441 1-4-0 6-9-5 1 13-3-3 1 19-9-0 26-2-13 33-6-0 1-4-0 6-9-5 6-5-13 6-5-13 6-5-13 7-3-3 4.00 12 5x6 = 6 35-0 , 0 41 —0-0 4�:#O 1-6-0 6-0-0 1-4-0 19 18 17 16 15 14 13 12 6x8 = 3x4 = 5x6 WB - 3x8 - 3x4 = 5x8 - 2.5x6 II 5x6 W8 = 10-0-4 19-9-0 29-5-12 35-0-0 41-0-0 10-0-4 9-8-12 9-8-12 p15(-6-4 6-0-0 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO Edf.&16 TRACTOR TYPE: Al SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ 1� [y / \ P - r �/ esl TC 0.99 111E Dee) I/den L/d •/erlttLL) -O.J6 16-1e >999 360 PLATES GRIP I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped steel. i 31C tic 0.67 we 0.94 verl(1L)-0.9414-I6 >510 "a Herr(TL) 12 e/e /e Aszo 246/195 'eH 246/195 galvanized 2. Connector plates area lied to both faces of truss of each joint. Where \ : ' �� � i (Mold•) all r ed(LL) O.Ie I6-Ie >999 z41 , LOADING DATE: Feb 2012 10.2d dimensionsare not shpwn, plates are symmetrically placed about joint or as indicated by circles loll. � !�� �' : (; ' �J �j� '. CRITERIA: ANSI TPI 1-2007(MATRIX)Version: SOUTHERN 3. Y�tli9g gnd fobrico�lyn shall ye Pcgmplished using equipment producing snug In oink and fu I embedded loses. to be braced by the Q, • 0 � LLI : h = TRUSS 4. Un ss otherwise noted, compression lop chord continuously roof sheathing. ). ( - LOADING (psi) SPACING 2-0-0 COMPANIES 5. The permanent structural restrain( shgwn is to revent buckling of individual truss member and is not intended os a bracing plan for the roof structure or as a plan - U7 : - TCLL 3o.a Ploles Increase 1.00 TCOL Lumber Increase 1.25 for the attachment of the roof to the budding. CAUTION: :so ecLL o.0 Rep sires, acr YES BCDL 10.0 Code FBC2010/TPi20O7 2590 N. Kings Highway Fort Pierce, Fl. 34951 Trus es o 1 be den eroug and CdD cause ddomo a on yersonol in Vry if i�17pr�R0fI handSed Installed and/or braced. tlrocing sh Own on thiispdrowlPg Is"NUT EF(tCIIUN y 4 \ i Kr '• Q`.' BRACING. Refer to the Truss Plole Institute �TPI) publication tICSI 2008 BUILDING F�- (772)4G441GOFex:(772)318-0015 COMPONENT SAFETY INFORMATION. Guir a to good practice for handling instolling metal plple connected w oil lr11sses . TPI�'l I 218 North L,ee Street 'fele i \ \ �/ Q Q ?f �%1ed 11 Ulte 12, Alexondrlo VA 220314. hone: 0� 68 -1()1 E-mail: Into@tpinsl.org / F , \ / S 5 Reed all manufacture's WARNINGS enclosed with drilitwing package. ARCE ENGINEERING Standard Pacific 6511 QTY. 1 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-9 1) Unbalanced roof live loads have been considered for this design. II; MWFRS BC 2 X 4 SP No.2 oc purlins• except end verticals. Except: W5 2 X 4 SP No.3, W9 2 X 4 SP No.3, INI1 2 X 4 SP No.3 3-2-0 oc bracing: 2-3 2 Wind: ASCE 7-10; 170mph(35ec gust)Ya3d-132mph: h-271t; TCDL-6.Opsf; BCDL-6.Opel; Category Exp C; enclosed; (low-rise) and C-C Interior(1) zone; Lumber DOL-1.33 plate grip DOL-1.33. Thiif truss is designed for C-C for members and forces, and W12 2 X 4 SP No.3. WI3 2 X 4 SP No.3. W14 2 X 4 SP No.3 6-0-0 oc bracing: 1-2 for MWFRS for reactions specified. WB 2 X 6 SP No.2 -Except* W3 2 X 4 SP No.3, W15 2 X 4 SP No.3 BOT CHORD Rigid ce;ling directly applied or 5-5-10 oc 3 Provide adequate drainage to prevent water pending. OTHERS 2 X 4 SP No.3 bracing. 4 Th;s truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. I - Ply WEBS 1 Row at midpQl 2-13 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 703 lb uplift at joint 8 and 525 JOINTS 1 Broce of Jt(s): 1. 2 Ite uplift of joint 13. REACTIONS (lb/size) 8.1545/0-8-0. 13-1395/0-8-0 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Max Harz 13--163(LC 7) Max Uplift 8--703(LC 5), 13--525(LC 4) LOAD CASE(5) Standard FORCES (lb) - Max. Comp./Max. Ton. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2--662/310.2-3--2364/1269.3-4--2743/1549,4-5--2527/1386,5-6--2111/1030,1-13--441/283. 6-8--1489/995 BOT CHORD 12-13--1125/2376, 11-12--778/1899.10-11--778/1699,9-10.-1057/2348, 8-9--232/474 WEBS 2-12--378/349.3-12--152/517.3-10--479/1009.4-10--897/520.5-10--112/454.5-9.-560/359. 2-13--2019/1115, 6-9--604 1475 0 I I I I 1 I I N In I 5-11-0 1 12-2-8 1 17-1-0 18-7-p 25-11-0 27-3—,( 5-11-0 6-3-8 4-10-8 1-6-0 7-4-0 1-4-0 4x4 = t. 148—b1 1.5x47—IP-8 1.5x4 II 1.5x4 II 13 12 11 10 9 8 4x5 = 3x4 - 3x4 = 3x8 - 4x4 = 2x5 11 8-8-13 1 17-1-0 22— —8 25-11-0 8-8-13 8-4-3 5 5 �,J 3-4-8 PLATE: SIMPSON 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)315-0015 R SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �� — / // csl 1. Connector plutes are fabricated from 20 gouge ASTM A653/653M Grade A or better hot —dipped oolvonized steel. joint. �� ,. • •"" • [ <(j ec ois We 0.56 (Meld•) 2. Connector prates are applied to both faces of truss at each Where dimensions are not h wn, plates are symmetrically placed about joint or as indicated by circles �o� ,•G� i �. ; CZe (7 �(?� LOADING 3. �,Vktiny, qnd fobricallon shall be accomplished using equipment producing snug I ting joints and fu y embedded plates. a D LU : 5 •: CRITERIA: Al 4. UnI ss otherwise noted, compression top chord to be continuously braced by the roof sheathing. 5. The permanent structural restraint shown is to prevent bucklingof individual truss meber and is not intended o o bracing plan fr the roof strcture or as a plan N — LOADING (per) TOLL 30.L TCLL Is.o for the attachment of the roo�lo the building. r•nflTfnA1. BCLL 0.0 BCDL 10.0 01 'inIn•�ur If I fl yyQT E1WJf1bfl y kSI 2008 BUILDING / handlinginstalling h North Le8 Street // �� `Q arewina@tPaoka/ge. ///�55 DEFL .a poe) 1/den IK8 =;? Harr(TL; 0.10 8 n/a Wne((LL) 0.1910-12 >999 rpi 1-2007 MATRIX SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 TYPE: A19 L/d PLATES GRIP O60 240 AS20 246/195 n/. AS18H 246/195 240 DATE: Feb 2012 Version: 10.2d ARCE ENGINEERING Standard Pacific 6511 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 have been considered for this design. SC 2 X 4 SP N9.2 2-7-11 oc purtins, except end verticals. 2 Wind: ASCE 7-10: 170mph(3sec 9usl)Va3d.132mph; h-2711; TCDL-6.Opsl; BCDL-6.Opsf; Category II; 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 5-7-1 oc bracing. and C-C Interior(l) zone: Lumber DOL-1.33 plate grip DOL-1.33. This truss i; designed for C-C for members and forces, and OTHERS 2 X 4 SP No.3 WEBS 1 Row at midpl 3-14 for MWFRS for reactions specified. 1 - PI J Provide adequate droinoge to prevent water ponding. REACTIONS (lb/s;ze) 9-1541/0-8-0. 14-1541/0-8-0 - 4 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. Max Harz 14--147(LC 7) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 702 ID uplift a1 joint 9 and 555 Max Uplift 9--702(LC 5). 14--685(LC 4) Ib uplift at joint 14. FORCES (lb) - Max. Comp./Max. Ten. - All forces 2So (lb) or Iess except when shown. LOAD CASE(S) Standard 'opTOP CHORD 2-3--535/149,3-4.-2343/1237,4-5--2754/1543.5-6--2534/1377,6-7--2103/1021.2-14--544/494. 7-9--1483/990 CHORD 13-14--1076/2343.12-13.-762/1888.11-12--762/1880.10-11--1044/2341, 9-10--223/460 WEBS 3-13--360/334,4-13--138/504,4-11.-489/1025,5-11--924/53B.6-11--128/483,6-10--553/354, 3-14--2117/1249, 7-10--611/1484 0 I � I I 1 I -1-4-10 5-11-0 12-2-8 17-2-8 18-8-$ 25-11-0 �7-3-G 1-4-0 5-11-0 6-3-8 5-0-0 1-6-0 7-2-8 1-4-0 5x5 = 4 14 13 12 11 10 9 5x5 - 3x4 = 3x4 - 3x8 - 4x4 - 2x5 II 8-8-13 17-2-8 r P2-6-8 25-11-0 8-8-13 8-5-11 4 0 3-4-8 1 it v I 1 I 0 tit — PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO {lEtL NTRACTOR TYPE: A25A SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: �� {� ♦ / Cs Tc O.e3 oErL in (IOC) I/ee11 L/e Verl(LL-0.1411-13 1999 360 PLATES GRIP I. ConnectorTlales are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-dippe steel. V� •""• ♦♦ ' C ec o.ea we 0.50 verl{rL -o.es „-13 >seo zeo Nor.(TL) o.Io 9 n/e n/a AS20 246/195 As,aN 246/195 galvanized 2. Connector plates are applied to both faces of truss at each Point. Where .G� (M.W.) Wne(LL) 0.19 „-13 >999 zeo LOADING DATE: Feb 2012 Version: 10.2d dimensions ore not It wn, plates are symmetrically placed about joint or as indicated by circles to� `� .' C, p�4J CRITERIA: ANSI TPl 1-2007 MATRIX SOUTHERN 3. Rkting, qnd fabrication sholl be accomplished using equipment producing snug ing and fully embedded pla es. Q ; TRUSS joints 4. Un ss otherwise noted, compression top chord to be continuously braced by the roof sheathing. w : ` !-- - LOADING (psf) 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 far the roof structure or as a plan �i. - TOLL 30.0 Plates Increase 1.00 TcoL ls.o Lamberinareose 1.2s for the attachment of the roof to the building. CAUTION' BOLL 0.0 Rep Stress Incr YES BCOL 10.0 code FBC20I0/TPI2007 2590 N. Kings Highway B B y Fort Pierce, FI.34951 Trus es ca be den erou and ap cause damage and personal (n ry F i r D rl handed ins�alled ongd/or sbrocedr. tlracing sh wn on this tlrawiPg Is)Ul) E�IU�1 y i •' v Fl^ (772)4G4 41G0 Fax:(772)3I8-0015 BRACING. Refer to the Truss Plot. Institute �TPI) publicotion dCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for ghandling L installing Qf metal plate connected w22od trsISses . TPI( D3�683-1t6101 i •. • •' �� /♦ ���� 0", ♦♦// 0F� /y Suite 12, Alexandria VA 22314. lee hone: ENmoll info@tpinst.org S 5 / \ \ re Reed ell manufacture's WARNINOS enclosed with drawingpackage. ARCE ENGINEERING Standard Pacific 6511 QTY. 1 LUMBER BRACING NOTES i TC 2 % 9 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1)) Unbalanced roof live loads have been considered for this design. BC 2 X 4 SP No.2 2-8-12 oc purling, except end y appliedrtices. 2) Wind: ASCE 7-10; 170mph(3sec gusl)Vosd- 132mph; h-27f1: TCDL-6.Op3f; BCDL-6.Opsf; Category Il: Exp C: enclosed; MWFRS (low-rise) WB 2 X 4 SP No.3 •Except• Wt 2 % 6 SP No.2, WI 2 X 6 SP No.2 B07 CHORD Rigid ceiling directly applied or 2-2-O.oc brocing.. end 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 Na.3 WEBS 1 Row of mitlpl 3-14 for MWFRS for reactions specified. 1 - Ply 3) Provide odgquale drainage to prevent woler pending. REACTIONS (Ib/site) 9-1541/0-8-0, 14-1541/0-8-0 4 This buss has been designed tar a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. Max Harz 14--147(LC 7) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Mao Uplift 9--702(LC 5), 14--666(LC 4) (jl-lb) 9.702. 14.686. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. LOAD CASE(S) Standard TOP CHORD 2-3--527/164,3-4--2353/1233.4-5--3002/1653.5-6--2709/14416-7--2101/1038.2-14--545/501. 7-9--1466/997 BOT CHORD 13-14--1068/2343,12-13--770/1894,11-12--770/1894.10-11--1633/2339, 9-10--144/349 WEBS 3-13--356/332,4-13--126/521,4-11--580/1187,5-11--1225/767,6-11--356/827.6-10--601/329. 3-14.-2127/1227, 7-10--770/1611 -1-4-0 5-11-0 1-4-0 5-11-0 12-2-8 18-5-0 19-11-p 25-11-0 ?7-3-( 6-3-8 6-2-8 1-6-0 6-0-0 1-4-0 5x6 = 4 14 13 12 II v 5x5 = 3x4 - 3x5 - 3x9 = 4x4 - 2x6 11 8-8-13 18-5-0 r 1 1 22-6-8 25-11-0 8-8-13 9-8-3 �L4(- 1-8 3-4-8 LATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO Ed 6'h1 WTRACTOR TYPE: A25 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1� P 'tQ /f csl OEFL (lac) 1/dell 360 PLATES GRIP `� TC a.62 Varl((LL -0.22 11-1J >999 360 I. Connector ptotes are fabricated from 20 gauge ASTM A653/653M Grade A or better �� `�' /i Be o.9s verl(rL�-0.6611-1J >465 240 AS20 246/195 hot-dippei galvanized steel. , �(� >� (m o.7o H.d L; 0.21 9 999 240 A516H 246/795 2. Connector plates are applied to both faces of truss of each joint. Where ` �• (Mel^•) wma LL o.x, 11-1J >999 240 dimensions are not h wn, plates are symmetrically placed about joint or as i LOADING DATE: Feb 2012 indicated by circles �a . Q� 3. ttin and fabrication shall bbe acc mplished using equipment producing snug 4. • '`• �� - 1• CRITERIA: ANSI TPI 1-20D7 MATRIX Version: 10.2d SOUTHERN fit(Ing�joints and fully Cmbedded pla�es. [i! : a cJ a. Unless otherwise notetl, compression lop chord to be continuously braced by the TRUSS roof sheathing. �- �C — LOADING (psO SPACING 2 -0 COMPANIES 5• The permanent structural restraint shown is to revent buckling of individual truss _ TOLL 3D.o Plates Increase 1.00 member and is not Intended as a bracing plan far the roof structure Of OS 0 plan N (i TCOL 15.0 Lumber Increase 1.25 for the attachment of the roof to the budding. BCLL 0.0 Rep stress leer YES • ` BCDL 10.0 Code FBC20I O/TP12007 41 2590 N. Kings Highway Trusses con be dan erouS and CAUTION: ccpd o a an personal to ry if i r�G rl i Fort Pierce, Fl. 34951 handled installed and/ar brace . bracing sh wn on thiisdrow'Ingg is 1VT ERCC IIU� y •' v (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication t1CSl 2008 BUILDING j F1^ , •'``� COMPONENT SAFETY INFORMATION. Guide to good practice for handlin installing 4f mettal pl to connected wood tr sses . TPI 1 1 sled at. 218 Norlh�ee Slree SUite 312, Rlexondria VA 22a314. l�el�phone: (O�f 683-1010. E-mail: Into�tpinst.arg •-w 0i-x�c•---r---J I.ar2 W ARCE ENGINEERING Standard Pacific 6511 QW. 1 LUMBER BRACING NOTES 41 TC 2 X 4 SP No.2 -Except- T2 2 X 4 SP SS, T3 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied or 2-9-7 1) Unbolanced roof live loads hove been considered for (his design. BC 2 X 4 SP No.2 oc purlins, except end verticals. 2 Wind: ASCE 7-10; 170mph(3sec gust)Vosdw 132mph; hw27ft; TCDLw6.Opsf; SCDLw6.Opsl; Category 11; Exp C: enclosed; MWFRS (low-rise) WS 2 X 4 SP No.3 *Except- WI 2 X 6 SP No.2, W7 2 X 6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-9 oc bracing. and C-C Interior(1) zone; Lumber DOL-1.33 plate grip DOLw1.33. This truss is designed for C-C for members and forces, and OTHERS 2 X 4 SP No.3 WEBS 1 Raw at midpt 3-14 for MWFRS for reactions specified, 1 _Ply 3) Provide adequo(e.drainage to prevent water ponding. REACTIONS (Ib/size) 9-1541/0-8-0. 14-1541/0-8-0 4 This truss has been designed for a 10.0 psf bottom chord live food nonconcurrenl with any other live loads. Max Herz 14w 147(LC 6) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Max Uplift 9--702(LC 5). 14w-687(LC 4) (jtwib) 9-702. 14.687. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. LOAD CASE(S) Standard TOP CHORD 2-3--580/163. 3-4--2337/1240. 4-5--2497/1291. 5-6--2224/1160. 6-7--2356/1155. 2-14--568/508, 7-9--1475/989 SOT CHORD 13-14w-1061/2321,12-13w-781/1924.11-12--781/1924.10-11w-1462/2992. 9-10--89/257 WEBS 3-13w-356/318,4-13w-138/472.4-11w-212/604.5-11w-877/605.5-10w-1386/897,6-10w-470/837. 3-14--2049/1219, 7-10.-980/1945 _1=44 1-4-0 5-11-0 12-2-8 20-5-0 1-114 25-11-0 ?7-3-4 5-11-0 6-3-8 8-2-8 1-6-0 4-0-0 1-4-0 4x8 4 14 13 12 11 10 9 5x5 = 3x4 = 3x4 = 3x4 = 5x8 = 2x6 II PLATE: SIMPSON STRONG -TIE 1. 2. SOUTHERN 3. TRUSS 4. COMPANIES 5. 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)4644160 Fax:(772)318-0015 ea 8-8-13 8-8-13 15-8-3 1-11-0 1 25-11-0 6-11-6 6 1L( 4-0-0 FURNISH A COPY OF THIS TRUSS DESI DESIGN BASED UPON THESE DESIGN CRITERIA: xicoled from 20 gauge ASTM A653/653M Grade A or better teel. plied to both faces of truss at each Point. Where vn, plates are symmetrically placed about joint or as shall bbe accomplished using equipment producing snug nbedded plates. compression top chord to be continuously braced by the of restraint shown i5 to revenl buckling of individual truss Tded o5 a brocing plan for the roof structure or as a plan he roof to the bullding. CAUTION: us and cal) cause domaqe and pgrsonol inj{lryjf_iimr9pgfly N TO EC ON'C PITRACTORwe 0.74 BCI O.BB LOADING ' Q- •�' � �• � � CRITERIA: Al (f3 LOADING (psf) TCLL 30.0 rcoL ,s.o . V BCLL 0.0 BCDL 10.0 �FE S S TYPE: A26 oEFL is (lac) I/den Verl(LLi-0.1411-13 >999 L/d 360 PLATES GRIP v:l n-0.3311-13 Nor:(TU o.t0 9 Harz >920 n/o "a n/o � AS 195 246/195 rrm a o.1e n-u >999 z.o DATE: Feb 2012 Version: 10.2d fP11-2007 MATRIX SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 13l A ARCE ENGINEERING Standard Pacifi( LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or BC 2 X 4 SP No.2 2-11-4 oc purlins, except end verlicols. WB 2 X 4 SP No.3 •Except• WI 2 X 6 SP No.2, Wf 2 X 6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-7 oc bracing OTHERS 2 X 4 SP No.3 WEBS 1 Row of midpt 3-16 1 - Ply REACTIONS (lb/size) 10-1507/0-8-0. 16-1538/0-8-0 Max Harz 16--147 LC 6)) Max Uplift 10--699 LC 4), 16--6B9(LC 3) FORCES (Ib) - Max. Comp./Mox. Ten. - All forces 25D (lb) or less except when shown. TOP CHORD 2-3--559/147,3-4--2328/880.4-5--2497/971,5-6--2960/1144,6-7--2668/993.7-8--1730/662. 2-16--553/359. B-f0--1432/699 BOT CHORD 15-16--904/2329,14-15--588/1B94,13-14--588/1894, 12-13--943/2704. 11-12--512/1525 WEBS 3-15--367/330,4-15--149/479,4-13--263/712.5-13--623/421,6-12--1109/488,7-12--542/1626, 7-11--675/213. 3-16--2077/885, B-11--655/1626 1) QTY. 1 NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-10; 170mph(3sec gusl)Vosd.132mph; h-27f1; TCOL-6.Op51; BCOL-6.OP51; Category II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL-1.33 Plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for o 10.0 psf bottom chord live load nonconcurrent 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--90, 2-4--90. 4-6--90, 6-7--90. 7-6--90. 8-9--90, 10-16--20 Concentrated Loads (Ib) verl: 7-37(8) 25-11-0 -1-4-10 5-11-0 12-2-8 t 18-6-0 22-5-0 j3-11-p ?7-3-f 1-4-0 5-11-0 6-3-8 6-3-8. 3-11-0 1-6-0 2-0-0 1-4-0 5x4 = 4 16 15 14 13 12 11 10 4x5 - 3x4 - 3x4 = 3x4 - 4x8 = 2x4 II 3x5 - 25-11-0 8-8-13 15-8-3 22- -0 3-11- 8-8-13 6-11-6 6� 1-6-0 2-0-0 L4 PLATE: SIMPSON STRONG -TIE FURNISH A COPY OF THIS TRUSS DESIGN TO RlI & &1 RACTOR TYPE: A27 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: / / CSI 0.61 DEFL ae cloe) I/de11 L/4 Verl LL -0.115 t]-IS >999 360 PLATES GRIP I. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better hot-dippetl steel. �'` • "" • '.( // '�• �� -t_ Bc o.ee tic wo 0.62 verlirL� -o.3s 12-,3 >870 2.o Nar.(rL) o.11 10 e/a /e As2o z+6/1ss As18H 246/t 95 galvanized 2. Connector plates are applied to both faces of truss at each joint. Where •.•' ` .4� INo1�,) wed « 0.15 IS-1S >999 i+o LOADING DATE: Feb 2012 dimensions are not h wn, plates ore symmetrically placed about joint or as indicated by circles �o� `� C--: (�h CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. F,�1(ting, qnd fabrication shall be accomplished using equipment producing snug 1 �ing joints and fully embedded plates. Q ; "J l� LLf : 5 Version: 10.2d TRUSS a. Un gss otherwise noted, compression top chord to be continuously braced by the ` I- : < - SPACING 2-0-0 roof Sheathing. 5. The ermonenl structural restraint shown is to revent boy in of individual truss 9 - (1� - LOADING (psf) TOLL 30.0 Ploles Increase I.00 COMPANIES member and is not intended as D bracing plan for the roof Slr ture or as a plan for the of the roof to the building. TCDL 15.0 Lumber Increase 1.25 BOLL 0.0 Rep Sir- Inar NO 2590 N. Kings Highway Fort Pierce, Fl. 34951 attachment CAUTION: Trus es on be doIT out and ca❑ copse demo a and ersonal (n' ry f iif,b I handed Instolled onil/or bracetl. tiracing sh wn on lhispdrawif9 isJUl' EfttC IIU yF ` i Fit •' v ' BCDL 10.0 Code FBC201 O/TP12007 (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss PlDle Institute TPI) publication BgCSi 2008 BUILDING for handlin installing / •. , - COMPONENT SAFETY INFORMATION. Guide to good practice pf mettal plpte connected wood lr 55ses .TPI ��gg I99 atg¢dd at 221g North �e Street alex0ndr10 // �F lQ Suite 312, VA 22g314. tpelepphone: (703�6✓i3-1018 E-mail: 1n�o�lpinst.org / ES 5 \ // Read ell manufacture's WARNINGS enclosed with drewIn ecka e. \\ h n^©2�1 R ZZCGMC-X��� Plant: Begin Loading: To Job: Arrive Job: Start Unload: Finish Unload: Leave Job: Return Plant: Customer Code: Customer Name: Project Code: Project Name: Ticket Date: Delivery Address: Delivery Instructions: • Customer Job Number: Order Code / Date: 1, � i'. _ J _tr 4'C', ._ �1 .• .:. 1.. �: Project P.O. Number: Order P.O. Number. Map Page: Map/Row/Column: Dispatcher: riLi Ticket Number: Due On Job: Slump: Truck Number: Driver Number: Driver Name: End Use: a�ll,l 1'.(`.i Ir� I LOAD CUMULATIVE ORDERED MATERIAL CODE PRODUCTION DESCRIPTION UOM UNIT PRICE AMOUNT QUANTITY QUANTITY QUANTITY Cash Check # /Auth Code: Signature of Driver Receiving Cash: ] Check Charge Comments: t '/r e Cash Received: Total COD Order Amount to Collect Without Standby Charges: WATER ADDED: GAL YARDS IN DRUM: WHEN ADDED. SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: SIGNATURE t ❑ LOAD WAS TESTED BY: Notice: Our drivers will make every effort to'place materials where the customer designates, but the SPECIAL TERMS: Any water added is at customers own risk. If water is added on job, concrete strength Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irritation. CAUTION: Material terms of sale and delivery and accepts concrete as is. Due to important factors whibh are out of our may be hazardous to your safety and health. Please refer to the backside of this ticket for important control after delivery, this Company will not accept any responsibility for the finished results. No credit for safety handling information, and to the material safety data sheets for additional information. returned concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing AUTHORIZED SIGNATURE: within one business day after the receipt of materials. O 68UNIVERSAL _ I' INVOICE This Delrv-,ry Ticket incorporates here;- by reference Buyer's previously executed ' --dit Application, if any, Seller's Standard Terms and Conditions, Seller's Quotat if any, and Seller's Order Confirmation (i ding limitations of warranties), as if fully set forth on this Delivery Ticket ("Agrec,nent"). Seller will provide the Standard Terms and Conditions upon request. Buyer agrees that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly Wrees to pay in accordance with the Agreement. AGGREGATE / CEMENT / CONCRETE PRODUCTS / FLY ASH Aggregate products are naturally occurring materialsincluding limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. Cement products include Portland cement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly ash, may contain more than 0.025% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling, crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combined Houston, Texas 77024 02/12 For more information please visit www.cemexusa.corm. Este ticket de entrega incluye Como referenci.a al comprador (ya previamente ejecutada en su aplicacion de credito); cualquier termino estandar, condiciones del vendedor, propuestas del vendedor y orden de confirmation del vendedor (con limitaciones y garantfas), como acuerdo total del ticket de entrega ("Contrato"). El vendedor proveera los terninos estandares y condiciones detal- lados en caso de asf ser requeridos. Con este documento, el comprador acepta los mismos ya antes mencionados y que las cantidades y materiales fueron entregados como se expresa en el mismo. Acepta pagar el. monto de acuerdo al contrato; al menos que se identi- fique con una nota al frente de este documento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales como p.iedra caliza, dolomita, granito, roca volcanica, arena, grava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanilerfa, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita, granito, roca volcanica, arena, grava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la cual puede contener teas de 0.025% de silicio cristalino. Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritacion en Jos Ojos, quemaduras en piel y ojos, y reacciones alergicas en la pie]. Concreto seco y polvo de agregados, pueden causar irritacion en los ojos, piel y/o en la zona resp.iratoria. Polvo del manejo en el trituramiento, pulido, torte y/o perforac.ion puede contener materiales silicos, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperature edlida, reposar y tomar grandes cantidades de agua. Las cenizas volantes pueden contener amoniaco. Seguridad: La humedad puede causar la l.iberaci6n del amoniaco. La inhalation del. amoniaco puede causar toser, irritacion o quemaduras en la nariz, garganta y puhmones. Acudir inmediatamente al medico. El riesgo en la salud depende en ]a duration y el nivel de la exposici6n. Seguridad: Evite el contacto con ojos y contacto prolongado con la piel. Use guantes, proteccion en los ojos y ropa Primeros adecuada para proteccion. Lavese las manos con jab6n suave y agua despues del manejo de materiales. Evite inhalar auxilios• polvos. Si se expone a polvos mas de los limites recomendados, use proteccion respiratoria. Primeros auxilios: En caso de contacto en los ojos, inmediatamente fluya agua en la parte afectada por 15 minutos. Si se inhala polvo, expongase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, ldvelos a fondo con agua. Acuda a atenci6n medica inmediatamente si la irritacion continua. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combinado- Houston, Texas 77024 02/12 Para rods information visita www.cemexusa.com. ZZCGMC-X I , , --- -/ c� - Plant: BegIin:Loading: To Job: Arrive, Job:' Start Unload:! Finish Unload: Leave Job: Ret.urn'Plant:. i Customer Code: Customer Name: e. Customer Job Number: Order Code ! Date: Ltd "tir M 1 rw �. lfi {"' L rl�j"?�' t',Yal.a � �.:.'ly'� f�s_..�` v TL:�:,._ tar i �.:�?a {f;��j!._���e14(�j `ter t t ^..f 7 >•" rr + k 1 u a C:tA 1 a_e'' '¢' I,t. R' I V j... R U, f... D%'"}'r:_:�1_1 ,"';P, ., 0 Project Code: r; ProliecltlName Prcleci P^�:0. Numbed _ Order P.O - r 4 t i 7 Pti "rt..� t:A i.,.,.'#� a.Number 3" t"..f.V :�: iat ,`I $., 'C.. f�*.d i• Ticket Date: Delivery Address: Map Page: Map/Row/Column: , DeliveryInstructions_ Dispatcheg}r { PRI j Ticket Number: u. r, a —, 2917 Due On Job; Slump: Truck Number: Driver Driver Name: End Use: _ 4�~:u J j ef_r4? {fit3f:aa.r1�t'r•'.1' _Number: t1 tY?A�:S 7 r t 1"t {_l..Tl=aE+{ AJf'r^4Jlat17 q } r h e L'�4Aliitln by�l'S{..L,, LOAD QUANTITY CUMULATIVE QUANTITY } ORDERED QUANTITY MATERIALtCODE PI 3 01.: .,.rr✓{„}0 Px`$'lP, ' k DESCRIPTION " 0 01*.`'7 r ET-1V z. RONME_;N?T 4 Cash Check # /Auth Code: Signature of Driver Receiving Cash: Check Charge Comments: WATER ADDED: Cash Received UOM UNIT PRICE'` AMOUNT j ' � F a I +1 Total COD Order Amount to Collect Without Standby Charges; r GAL YARDS IN DRUM: WHEN ADDED. SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: SIGNATURE ❑ LOAD WAS TESTED BY: Notice: Our -drivers will make every effort to place materials where the customer designates, but the SPECIAL TERMS: Any water added is at customers own risk. If water is added on job; concrete strength Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irritation. CAUTION: Material terms of sale and delivery and accepts concrete as is. Due to important factors which are out of our may be hazardous to your safety and health. Please refer to the backside of this ticket for important , control after delivery, this Company will not accept any responsibility for the finished results. No credit for safety handling information, a d to the material safety data sheets for additional information. returned concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing AUTHORIZED SIGNATURE within one business day after the receipt of materials. 613UNIVERSAL , ,1 .1 �; � t. e i f } ?�::` �:; t i�[JRD a N+Jf�i INVOICE This Deliv,.;ry Ticket incorporates her-;- by reference Buyer's previously executer' '--.dit Application, if any, Seller's Standard Terms and Conditions, Seller's Quota if any, and Seller's Order Confirmation ( uding limitations of warranties), as if fully set forth on this Delivery Ticket ("Agr,,.,, ent"). Seller will provide the Standard Terms and Conditions upon request. Buyer agre"Is that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expresslyt'g"rees to pay in accordance with,the Agreement. AGGREGATE / CEMENT / CONCRETE PRODUCTS / FLY ASH Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and. other siliceous materials. Cement products include Portland cement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, .including fly ash, may contain more than 0.02.5%o crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling, crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if .irritation persists. CEMEX, Memorial Hermann. Tower 929 Gessner, Suite 1900 V7 combined Houston, Texas 77024 02/1.2 For more information please visit www.cem.exusa.com. Este ticket de entrega incluye Como referencia al comprador (ya previamente ejecutada en su apl..icaci6n de credito); cualquier tennino estandar, condiciones del vendedor; propuestas del vendedor y orden de confirmaci6n del vendedor (con limitaciones y garantfas), como acuerdo total del ticket de entrega ("Contrato"). El vendedor proveera los terminos estandares y condiciones detal- lados en caso de asf ser requer.idos. Con este documento, el comprador acepta los mismos ya antes mencionados y que .]as cantidades y materiales fueron entregados como se expresa en el mismo. Acepta pagar el monto de acuerdo al contrato; al menos que se identi- fique con una nota al frente de este documento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, roca volcanica, arena, grava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanilerfa, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita, granito, roca volcanica, arena, grava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la cual puede contener mas de 0.025% de silicio cristalino. Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritaci6n en los Ojos, quemaduras en piel y ojos, y reacciones alergicas en la pie]. Concreto seco y polvo de agregados, pueden causar irritaci6n en los ojos, piel y/o en la zona respiratora. Polvo del manejo en el trituramiento, pulido, torte y/o perforaci6n puede contener materiales silicos, los cuales pueden causar silicosis puhnonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura edlida, reposar y tomar grandes cantidades de aqua. Las cenizas volantes pueden contener amoniaco. Seguridad: La humedad puede causar la .liberaci6n del amoniaco. La inhalaci6n del amoniaco puede causar tose.r, irritation o quemaduras en la nariz, garganta y pulrnones. Acudir inmediatamente al medico. El riesgo en la salud depende en ]a duraci6n y el nivel de la exposici6n. Seguridad: Evite el contacto con ojos y contacto prolongado con la piel. Use guantes, protecci.6n en los ojos y ropa Primeros adecuada para protecci6n. Lavese las manos con jabbn suave y agua despues del manejo de materiales. Evite inhalar auxilios• polvos. Si se expone a polvos mas de los limites recomendados, use protecci6n respiratoria. Primeros auxi_lios: En caso de contacto en los ojos, inmediatamente fluya agua en la parte afectada por 15 minutes. Si se inhala polvo, exp6ngase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, lavelos a fondo con agua. Acuda a atenci6n medica inmediatamente si la irritaci6n continua. CEMEX, Memorial Hermann Tower 929 Gessner. Suite 1900 V7 combinado Houston, Texas 77024 02/12 Para mas informati6n visita www.ceniexusa.com. t C M' EX Plant: Begin Loading, To Job: Arrive Job: Start Unload: Finish Unload: Leave Job: Return Plant: Customer Code: Customer Name: Customer Job Number: Order Code / Date: r- ;• _�1��:'..•._ •_�.�, n r fj ' I ' i' ' _ r� R ' CC 7,,,, �..�:.i,:.Y 1 1�4.. %' 11. i, •i 1.._. .:. F � ' ` r"C ( ltF I � ,• t .. ._. c"� I._,_1..., r f a ., R1 'r�!<T.END , L. —t f c� F� l ' •—• i •�,__ 5 ,:e Cl t"it:`•. v+=... 14 Project Code: Project Name: Project P.O. Number: Order P.O. Number. f -i-'j, Ticket Date: Delivery Address: Map Page: Map/Row/Column: Delivery Instructions: Dispatcher., a,- rt a. <? ; 1 Ticket Number; r I 33297 Due On Job: SIurL,p: Truck Number: Driver Number: Driver Name: End Use: O'c", t:318 9 01]1t10e TO11 1:+1C K Li [?LUi'IS �u Ii AL.l� , LOAD CUMULATIVE I ORDERED QUANTITY QUANTITY QUANMATERIAL' CODE PRODUCTION, DESCRIPTION TITY ' 'L:_ =.��t�:•?"� i= 1 �1=!_.. �!}110.;�i-;t'�prl:iE� Z.,1? Nl,/ i R0PAMC:NIT AL C 1(D,,RSL Cash Check # / Auth Code: Signature of Driver Receiving Cash: Check Charge Comments: y Cash Received: UOM I UNIT PRICE AMOUNT I "r RIN 12 AN10'02 i' i, i Total COD Order Amount to Collect Without Standby Charges: WATER ADDED: aN GAL YARDS IN DRUM:. WHEN ADDED: - 3r SIGNATURE CURB LINE CROSSED AT OWN ER'S/AGENT'S'REQU EST: 711? SIGNA I UFtE ❑ LOAD WAS TESTED BY: Notice: Our drivers will make every effort to place materials where the customer designates, but the SPECIAL TERMS: Any water added is at customers own risk. If water is added on job, concrete strength Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may. cause skin and/or eye irritation. CAUTION: Material', terms of sale and delivery and accepts concrete as is. Due to important factors which are out of our may be hazardous to your safety and health. Please refer to the backside of this ticket for important control after delivery, this Company, will not accept any responsibility for the finished results. No credit far safety handling information, and to the mate safety data sheets for additional information. returned concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing AUTHORIZED SIGNATURE: within one business day after the receipt of materials. O _4��La f�i�llrle INVOICE 68UNIVERSAL { l"+� ••! r' This Delivery Ticket incorporates hereii reference Buyer's previously executed I it Application, if any. Seller's Standard Terms and Conditions, Seller's Quotatio..,.— any, and Seller's Order Confirmation (in ing limitations of warranties), as if fully set forth on this Delivery Ticket (`'Agreement"). Seller will provide the Standard Terms and Conditions upon request. Buyer agrees} that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly agIrees to pay in accordance with the Agreement. AGGREGATE / CEMENT / CONCRETE PRODUCTS / FLY ASH Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. Cement products include Portland cement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including limestone, dolomite, granite, volcanic rock., sand, gravel, and other siliceous materials. These products, including fly ash, may contain more than 0.025% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling, crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with {lowing water for 15 minutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists. CEIVIEX, Memorial Hermann Tower 929 Gessner,-Suite ..1900 V7 combined Houston, Texas 77024 02/12 For more information please visit www.cemexusa.com. Este ticket de entrega incluye como refcrencia al comprador (ya previamente ejecutada en su aplicacion de credito); cualquier termino estdndar, condiciones del vendedor, propuestas del vendedor y orden de confirmacion del vendedor (con limitaciones y garantfas), como acue.rdo total del ticket de entrega ("Contrato"). El vendedor proveera los terrninos estdndares y condiciones detal- lados en caso de asf ser requeridos. Con este documento, el comprador acepta Jos mismos ya antes mencionados y que las cantidades y materiales fueron entregados como se expresa en el mismo. Acepta pagar el monto de acuerdo al contaato; a] menos que se identi- fique con una nota al frente de este documento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, roca volcanica, arena, grava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albaflilerfa, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita, granito, roca volcanica, arena, grava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la cual puede contener mas de 0.025% de silicoo crystalino. Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritacion en los ojos, quemaduras en piel y ojos, y reacciones alergicas en la piel. Concreto seco y polvo de agregados, pueden causar irritacion en los ojos, piel y/o en la zona respiratoria. Polvo del manejo en el trituramiento, pulido, corte y/o perforacion puede contener materiales silicon, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura calida, reposar y tomar grandes cantidades de agua..Las cenizas volantes pueden contener amoniaco. Seguridad• La humedad puede causar la liberacion del amoniaco..La inhalacion del amoniaco puede causar toser, irritacion o quemaduras en la nariz, garganta y pulmones. Acudir inmediatamente al medico. El riesgo en la salad depende en la duracion y el nivel de la exposicion. Seguridad: Evite el contacto con ojos y contacto prolongado con la piel. Use guantes, proteccion en los ojos y ropa Primeros adecuada para proteccion. Lavese las manos con jabon suave y agua despues del manejo de materiales. Evite inhalar auxilios• polvos. Si se expone a polvos mas de los limites recomendados, use proteccion respiratoria. Primeros auxilios: En caso de contacto en Jos ojos, inmediatamente fluya agua en la parte afectada por 15 minutos. Si se inhala polvo, expongase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, lavelos a fondo con agua. Acuda a atencion medica inmediatamente si la irritacion continua. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combinado Houston, Texas 77024 02/12 Para mas informacion visita www.cemexusa.com. VZCEMCX 003 56651:35 Plant: Begin Loading: To Job: Arrive Job: Start Unload, Finish Unload: Leave Job: Return Plant:' Customer Code: Customer Name:``�'' Customer Job Number: Order Code I Date: _... i., 6.... 7- f ProectCode= ' rJe ime: r I` , Ticket Date: Delivery Address �,t Ma Page: Ma /Row/Column: P 9 P Delivery Instructions; ,' Dispatcher": �`�i1,,..-,�� f� t ;•:. rya i r"��,:jy ��...- 1t't_.°.., °�'!�"k� ��-'i P.�- � , . x s_ } .f i["��».C"it."�. �1ii . 4.i"x�'�t _�c.. A _ • Ticket Number: j J_,U'C �10M `_ T C�",�}�..z`� � , fi+a'C 332 S11153Iv. 1 ,� t._.�•'°`,�Sa 1#..S{-'F,�,} ., :,c. ;f,:.3y' t , Due On Job Slump: Truck Number: Driver umber. Driver Name: End Use: ..la �.��_�o. t_i� �i=.:r: 1'}.h. t 1fi ,:��% a 31 �_.1... iY �fi r".F?� �C.ita'�L_A.I T t 5 i11 Ci >° i.:'�Lt—:1:."� LOAD . ', I CUMULATIVE ORDERED MATERIAL CODE PRODUCTION DESCRIPTION .x _yl , UOM, I UNIT PRICE AMOUNT QUANTITY QUANTITY QUANTITY ... a _ V 1 lr { k'1 l.2Z, �ii, r� .LIE- .. `3!..1RJ i"�F�I°�?l:.r�. t9�`t �� f_-1 i''it !_31NMT--,,in'. L C -Islr-K' Cash Check # / Auth Code: Signature of Driver Receiving Cash: Cash Received: Total COD Order Amount to Collect Without Standby Charges: M 'Check s Charge Comments WATER ADDrP: lv/ GAL' YARDS IN. DRUM`. WHEN ADDED. SIGNATURE / ? / CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: 1 y SIGNATURES ❑ LOAD WAS TESTED BY: - Notice: Our drivers will make every effort to place materials where the customer designates, but the'aSPECIAL TERMS: Any water added is at customers own risk. If water is added on jobs concrete strength Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or^lye irritation. CAUTION: Material terms of sale and delivery and accepts concrete as is. Due to important factors which are out of our may'5e,hazardous to your safety and health. Pipe arefer to the backside of this ticket for important control after delivery, this Company will not accept any responsibility for the finished results. No credit for safety han<ing information, and to the.materiat sa ety data sheets for additional information. returned concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing . LLIy,ORIZE SIGNATUR \! within one business day after the receipt of materials. 68UNIVERSAL i'--)RIw tl TR . ° 'i ° 1()(L,:. �A,: INVOIC }i-� J `�Ii�{ti i �l' This Delivery Ticket incorporates herein by reference Buyer's previously executed Credit Application, if any, Seller's Standard Terms and Conditions, Seller's Quotati if any, and Seller's Order Confirmation !ding limitations of warrantjes), as if fully I set forth on this Delivery Ticket ("Agre Seller will provide the Standard Tef Ad Conditions upon request. Buy5 r agrees that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly agrees to pay in accordance with the Agreement. I I Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other 1_� C, C, siliceous materials. Cement products include Portland cement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including limestone, dolomite, granite, volcanic rock., sand, gravel, and C, tl other siliceous materials. These products, including fly ash, may contain more than 0.025% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactiol Is Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from hand"iIiija crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancerjf-inhaled. 0 tn C, If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture,can cause the ammonia to be released. Inhalation of ammonia can cause couallil-fi and irritation or bums of the nose, throat and lungs. See physician. Health risk depends on duration and kve'l of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protectipTi, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15-M/'inutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get pX)per medical attention if irritation persists. C) CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1.900 V7 combined Houston, Texas 77024 02/12 For more information please visit —w-. Este ticket do entrega incluye como referencia al comprador (ya plyViamente ejecutada on su apficaci6n do cr6dito); cualquier t6n-nino estindar, condiciones del vendedor, propuestas del vendjbr y orden de c6nfirmaci6n del vendedor (con limitaciones y vendedor roveerd los t6rrninos estAndares y condiciones detal- ,garantfas), como acuerdo total. del ticket de entrega ("C9ntrato");1_1i, :1 p lados en caso de asf ser requeridos. Con este tdlocumentq el co JVRf,,1dor acepta los mis.mos ya antes mencionados y que las cantidades _nX vmateriales fueroneiitregadoscomoseexpresaenelt"n".1. Aceptapacarelmontodeacuerdoalcontacto; almenosqueseidenti- (jen fique con una nota al frente de este documento. _AGREGADOS / CEMENTO ODUCTCOS DE CONCRETO / CENIZAS VOLANTES uctos do ag?egifio .6s piod . _s son,matffiales naturales como piedra caliza, dolomite, granito, coca volcdnica, arena, grave y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland., de albaffilerfa, pozzolan (tipo IP), azulejo de azotea y estuc(:,-Los productos do CODcreto incluyen cemento Portland y productos de agregados coma piedra caliza, dolomita, granito, coca volcdnica, arena, Brava, y otros materiales silicios. Estos prodLiCtOS incluyen cenizas volantes (fly ash) [a cual puede contener mds de 0.025% de silicio cristalino. Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritaci6n en Jos ojos, quemaduras en piel y ojos, y reacciones a]6rgicas en la piel. Concreto seco y polvo de agregados, pueden causar irritaci6n en los ojos, piel y/o en la zona respiratoria. Polvo del manejo en el trituramiento, pulido, corte y/o perforaci6n puede contener materiales silicon, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de ser ingC,eridos, mantenerse en temperature calida, reposar y tomar grandes cantidades do agua. Las cenizas volantes pueden contener amoniaco. Seguridad: La humedad puede causar [a liberaci6n del amoniaco. La inhalaci6n del amoniaco puede causar toser, irritaci6n o quemaduras en la nariz, garganta y pulmones. Acudir inmediatamente al medico. El riesgo en la salud depende en C, la duraci6n y el nivel de la exposici6n. Seguridad: Evite el contacto con ojos y contacto prolODgado con la piel. Use guantes, protecci6n en los ojos y ropa Primeros adecuada para protecci6n. LAvese las manos con jab6n suave v agua despu6s del manejo de materiales. Evite iiihalar anxilios: polvos. Si so expone a polvos mds de los limiter recomendados, use protecci6n respiratoria. Primeros auxilios: En caso de contacto en Jos ojos, inmediatamente fluya agua en la parte afectada por 15 minutos. Si se inhala polvo, exp6n.-ase a aire fresco. Si el cemento fresco time contacto con sus ojos, ldvelos a fondo con agua. Acuda a atenci6n m6dica inmediatamente si la irritaci6n continda. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combinado Houston, Texas 77024 02/12 Para inds informaci.6n visita www.ceiilexLisa.com. 7.� ccmcx 6'58124 LoT I I Plant. Begin.Loading: To Job: - Arrive Job: Start Unload: Fin'isfi-Untoad:, Leave Job: Return Ir 7— customer Code: Customer Name: Customer Job Number: Order Code Date: 'RVICES. T C)2,20 1 '),Nl SE, niq*rs 0 8 0 1 Protect Cocle-, Project Nam 1,�Order ,P.O. Number. -i w, -4 Ticket Date: 4 Delivery Address: Map Page: Map/Row/Column: j Delivery Instructions _ er: 'bispatch' f4o r -r, w y P. 11 Ticket Number: 9 ki-QRTH TO DCCAE__�R F.OAT_ FlIGHT " 0114 Pt!URPqy -rzm�n'n, ei47 04.,-1 -nim-,nr-,6uT. ­ira, F�n'mnu,4cE jo pli'Cl, 5S -,;-1 Il0 Due On Job% Slump: Truck Nu Driver Number: Drive r Name: s End Use: 2 1 5'. 0 10921 1 'EURGE MESIAS G � BLDNIG 'SLAD LO AD 7"CUMULATIV E QUANTITY QUANTITY 10 50 0 Cash Check# /Auth Code: Check Charge Comments: MATERIAL COD ORDERED' PRODUCTION DESCRIPTI QUANTITY '? I0 O-IF,,53r S 250 F 7 1,24,78V:, FUELi S3 i. J RC I A -4 R G E 1-- . 12mO�7,49 ENV IRtNIMENTAL CHARGE nature of 136er, Receiving Cash: Cash 1, ?OM UNIT PRICE I AMOUNT Total COD Order Amount to Collect Without Standby Charges, WATER ADDED: GAL YARDS IN DRUM: t__1 WHEN ADDED. SIGNATURE CURB LINE CROSSED AT OWNEkS/A9EN7.S REQUEST: —SIGNATURE 11 LOAD WAS TESTED BY: Notice:, Our drivers will make every effort to place materials where the customer designates; but the SPECIAL TERMS: Any water added is at customers own risk. lf'water is added on job, concrete strength. Company 'assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irritation. CAUTION: Material 'termsof sale and delivery and accepts concrete as is. Due to important factors which are out of our may be hazardous to your safety and health. Please re ``to the b ksideof this ticket for important ,.9ontrol after delivery, this Company will not accept any responsibility for the finished results. No credit for -safety handling information, aK to the material safety d at ts fora iti.nal information. 'returned concrete. Buyers exceptions and claims shall be, deemed waived unless ,made -,iQ,us in writing AUTHORIZED SIGNATURE' within one business day after the receipt of materials. 68UNIVERSAL ;`?RP.) TRK-, L DOD 611 A-4. C, 'INVOICE This Delivery Ticket incorporates herein reference Buyer's previously executed Wit Application, if arty, Selldr's Standard Terms and Conditions, Seller's Quotation, if any, and. Seller's Order Confirmation (including limitations of warranties), as if fully set forth on this Delivery Ticket ("Agreement"). Seller will provide the Standard Teens and Conditions upon request. Buyer agrees that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly agrees fo pay in accordance with the Agreement. AGGREGATE / CEMENT/ 1 UKETE YK011UUTS / YLY ASH Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. Cement products include Portland cement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly ash, may contain more than 0.025% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling, crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if .irritation persists. CE.MEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combined Houston, Texas 77024 02/1.2 For more information please visit www.cemexusa.com. Este ticket de entrega incluye como referencia al comprador (ya previamente ejecutada en su aplicaci6.n de credito); cualqu.ier tennino estandar, condiciones del vendedor, propuestas del vendedor y orden de confirmaci6n del vendedor (con limitations y garantfas), como acuerdo total del ticket de entrega ("Contrato"). El vendedor proveera los terminos estdndares y condiciones detal- lados en caso de asf ser requeridos. Con este documento, el cornprador acepta los mismos ya antes mencionados y que las cantidades y materiales fueron entregados como se expresa en el mismo. Acepta pagar el monto de acuerdo al contrato; al mends que se identi- fique con una nota al frente de este documento. AGREGADOS / CENIENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, coca volcanica, arena, grava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanilerfa, pozzolan (tipo IP), azulejo de azotea y estuco. I...,os productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita, granito, coca volcanica, arena, grava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la cual puede contener mas de 0.025% de silicio cristalino. Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritaci6n en los Ojos, quemaduras en piel y ojos, y reacciones alergicas en la pie]. Concreto seco y polvo de agregados, pueden causar irritaci6n en los Ojos, piel y/o en la zona respiratoria. Poivo del manejo en el trituramiento, pulido, torte y/o perforaci6n puede contener materiales silicon, los cuales pueden causar silicosis puhnonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura edlida, reposar y tomar grandes cantidades de agua. Lass cenizas volantes pueden contener amoniaco. Seguridad•, La humedad puede causar la liberaci6n del amoniaco. La inhalaci6n del amoniaco puede causar tose.r, irritaci6n o quemaduras en la nariz, garganta y pulmones. Acudir inmediatamente al medico. El riesgo en la salad depende en la duraci6n y el nivel de ]a exposici6n. Seguridad: Evite el contacto con ojos y contacto prolongado con la piel. Use guantes, protecci.6n en los ojos y ropa Primeros adecuada para protecci6n. Ldvese ]as manos con jab6n suave y agua despues del manejo de materiales. Evite inhalar auxilios• polvos. Si se expone a polvos mas de Jos limites recomendados, use proteccion respiratoria. Primeros auxi_lios: En caso de contacto en Jos ojos, inmediatamente fluya agua en la pane afectada por 1.5 minutos. Si se inhala polvo, exp6ngase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, lavelos a fondo con agua. Acuda a atenci6n medica inmediatamente si la irritaci6n continua. CEMEX, Memorial Hennann Tower 929 Gessner, Suite 1900 V7 combinado Houston, Texas 77024 02/1.2 Para mas informaci6n visita.www.cemextisa.com. &CEMEX L o T 56658123 Plant: Begin''Loading: To•Job: Arrive Jo „• Start Unload: Finish Unload: Leave Job: Return Plant:109 Customer Code: Customer Name: Customer Job Number: CON E--,LJiY !.. T i 1i ! ��t:: tit✓ 7 C E:.;.i Project Code: Project Name: Project P.O. Number. t • Ticket Date: Delivery AddreJs: Delivery Instructions: (• pry +`� r� y py ?"•f°Wl....iri 1'-e. � T"S § i.�!.!}' E ! IiJ!•'li•.. "! 1A Y-1!_ICl 7.. i",g: 1Y f f i C :E "r`.I_ir: NCR--='TH TO RECKEP Ci lli=lt, I-1,10-IT c .EFT U' l 113t:;R10 tit' RO(U)q ilia! `1 CJ{'t! T'_{ ?!'f€iPOlJ 't t•!TE?hNIC i s . ;t..;:,:t �'ry srit--,L'?.i-"i _'r�.•` •N i -i ..�-". .�+ t. u "• `�•': ':.; f 11..,+.....s,.-.} � � ���{i.1 �iCi' .,1�:iwl�+l�t '#• r:"a%•. .. i?'• . .., t .s `-a' rci, n- Order Code / Date: 08 i Cl 1 i 1. 4 Order 'P.O. Number ; 9'{,}''} E vBlam. iy 1-,. 3t'•.;! Map Page: Map/Row/Column Dispatche{r::'{ / q{ Ticket Number.'' 33280942 Due On Job: Slump: Truck Number: Driver Number: Driver Name: End Use: t_2t-Saf_2;:J 5., t",0 1kNumf,�'.!,'t:EP 3.r_7ric:S.2� egi1.!_l ��7�y! DEPTNO Bi....l_}C1iG: SLAB LOAD QUANTITY CUMULATIVE QUANTITY ORDERED QUANTITY MATERIAL CODE PRODUCTION DESCRIPTION UOM UNIT PRICE AMOUNT 52 3 10 713 -1; C? V.•.i. d2,500 {,L'[.1:1 KfrL3 , . r • AUG I Am 7:14 FUEL j3LJl`:jWri"ORGG_ ' 4'i:j2749- '!'t!'J 1 RCJN1y1E N TnL CHARGE Cash Check # / Auth Code: Signature of Driver Receiving Cash: Cash Received: Total COD Order Amount to Collect ' Without Standby Charges: Check Charge Comments: WATER ADDED: GAL YARDS IN DRUM: ' WHEN ADDED. SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: SIGNATURE ❑ LOAD WAS TESTED BY: Notice: Our drivers will make every effort to place materials where the customer designates, but the SPECIAL TERMS: Any water added is at customers own risk. If water is added on job, concrete strength Company assumes no responsibility for damages inside curb or property line: Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irrti ationsCAUTION: Material terms of sale and delivery and accepts concrete as is. Due to important factors which are out of our may be hazardous to your safety and health. Please refer to the backside of this ticket for important c'ontroj after delivery, this Company will not accept any responsibility for the finished results. No credit for safety handling information, and to the material safety data sheets for additional information. retuned concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing AUTHORIZED SIGNA URE: within;one business day after the receipt of materials. O 68UNIVERSAL P EV TR INVOICE a LOAD NLMI 5 This Delivery Ticket incorporates he—;- by reference Buyer's previously executc'- ^redit Application, if any, Seller's Standard Z- Terms and Conditions, Seller's Quota . if any, and Seller's Order Confirmation iuding limitations of warradties), as if fully set forth on this Delivery Ticket ("Agreement"). Seller will provide the Standard Terms and Conditions upon request. Buger agrees that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly agrees to pay in accordance with the Agreement. AGGREGATE / CEMENT / CONCRETE PRODUCTS / FLY ASH Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. Cement products include Portland cement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including limestone, dolomite, granite, volcanic rock., sand, gravel, and other siliceous materials. These products, including fly ash, may contain more than 0.025% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling, crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists. CEMEX, Mcinorial Hermann Tower 929 Gessner, Suite 1900 V7 combined Houston, Texas 77024 02/12 For more information please visit www.cernexLtsa.com. Este ticket do entrega incluye como referencia al comprador (ya previamente ejecutada en su aplicacion de credito); cualquier termino estandar, condiciones del vendedor, propuestas del vendedor y orden de confirmacion del vendedor (con limitaciones y garantfas), como acuerdo total del ticket de entrega ("Contrato"). El vendedor proveerd los tdrminos estdndares y condiciones detal- lados en caso de asf ser requeridos. Con este documento, el comprador acepta los mismos ya antes mencionados y que las cantidades y materiales fueron entregados como se expresa en el mismo. Acepta pagar el monto de acuerdo al contrato; al menos que se identi- fique con una nota al frente de este documento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, roca volcanica, arena, gravy y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanileria, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita, granito, roca volcanica, arena, grava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la cual puede contener mas de 0.025% de silicio cristalino. Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritacion en los Ojos, quemaduras en piel y ojos, y reacciones alergicas en la pie]. Concreto seco y polvo de agregados, pueden causar irritacion en los ojos, piel y/o en la zona respiratori,a. Polvo del manejo en el trituramiento, pulido, cone y/o perforacion puede contener materiales silicon, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura edlida, reposar y tomar grander cantidades de agua. Las cenizas volantes pueden contener amoniaco. Seguridad• La humedad puede causar la liberacion del amoniaco. La inhalacion del amoniaco puede causar toser, irritacion o quemaduras en la nariz, garganta y pulmones. Acudir inmediatamente al medico. El riesgo en la salud depende en la duracion y el nivel de la exposicion. Seguridad: Evite el contacto con ojos y contacto prolongado con la piel. Use guantes, proteccion en los ojos y ropa Primeros adecuada para proteccion. Lavese las manos con jabon suave y agua despuds del manejo de materiales. Evite inhalar anxilios• polvos. Si se expone a polvos rods de Jos limites recomendados, use proteccion respiratoria. Primeros auxilios: En caso de contacto en los ojos, inmediatamente fluya agua en la parte afectada por 15 minutos. Si se inhala polvo, expongase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, lavelos a fondo con agua. Acuda a atencion medica inmediatarente si la irritacion continua. CEMEX, Memorial Hermann 'Power 929 Gessner, Suite 1900 V7 combinado Houston, Texas -77024 02/12 Para mas informacion visita www.cemexu sas com. Plant: Begin Loading: To Job: Arrive Job: -Start Unload: Finish Unload: Leave Job: Return Plant: Customer Code: Customer Name: 1 Customer Job Number: . C'�.''OtdT�U--r C__C", tCd`I�}��TP1+1`1,2 f [1�1 Project Code: Project Name{:. Project P.O. Number: Ticket Date: Delivery Address: Delivery Instructions: C T _'Y g •-"O E' HOME' E' THE [?.'I R WP—,Y t t C;; T T iRU— :'33�C TIT TrI 't;AI C},i�`;=' fi°..+'I";$t ice: f ri!-' 'f I .- -It- ON ' ;i_fR'HY ,r?L AQ)1 01`-`f"i.tRt FIFi .lr1UT !' NTFY-INC'E Order Code / Date: Order P.O. Number., Map Page: Map/Row/Column: Dispatcher: TIZ-H .i'}RA Ticket Number: Due On Job: Slump: Truck Number: Driver Number: Driver Name: End Use: 0 ()k..;',,-3Ci-r E I_fWE',", GR G YATES f!LI;NG o SLAB ' LOAD CUMULATIVE ORDERED MATj IAL CODE R "'P,RODUCTION:DESCRIPTION • UOM UNIT PRICE 1AMOUNT QUANTITY QUANTITY QUANTITY . +f ,, . Lty, 50 /2. on 77�e rtJ0, is i, 5F' j3G 25€ 0 RC_ri `• t"r'r.�:.' ti a AUG I AID 6=59 ' ;{?318 FIJt I. sLJI I:s1a�3 r6~� I L ti`- r ::DFIARGE': Cash Check # / Auth Code: Signature of Driver Receiving Cash: Cash Received: Total COD Order Amount to Collect Without Standby Charges: Check Charge Comments: WATER ADDED: GAL YARDS IN DRUM: yA o WHEN ADDED. ` SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: 3 SIGNATURE ❑ LOAD WAS TESTED BY: Notice: Our drivers will make every effort to place materials where the customer designates, but the SPECIAL TERMS: Any water added is at customers own risk. If water is added on job, concrete strength' Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irritation. CAUTION: Material terms of sale and delivery and accepts concrete as is. Due to important factors which are out of our may^be hazardous to your safety and health. Please refer to the backside of this ticket for important, control after delivery, this Company will not accept any responsibility for the finished results. No credit for safety handling information, and to the material safety data sheets for additional information. returned concrete. Buyers exceptioris and claims shall be deemed waived unless made to us in writing AUTHORIZED SIGNATURE: , within one business day after the receipt of materials. O 68UNIVERSAL �, 'E�f_°a'' T'{ Fie I,tair; INVOICE Low'; i'!umo Zi. This Deli%: y Ticket incorporates herein hyl/reference Buyer's previously executed C4pt Application, if any, Seller Is Standard Terms and Conditions, Seller's Quotation, if any, and Seller's Order Confirmation (including limitations of warranties), as if fully set forth on this Delivery Ticket ("Agreement"). Seller will provide the Standard Terms and Conditions upon request. Buyer agrees that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly agrees to pay in accordance with the Agreement. AGGREGATE / CEMENT / COYaCRETE PRODUCTS / FLY ASH Aggregate products are naturally occurring materials including limeLone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. Cement products include Portland cement, m sonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly ash, may contain more than 0.025% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling, crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If. exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combined Houston, Texas 77024 02/12 For more information please visit www.ce=xusa.com. Este ticket de entrega incluye como referencia al comprador (ya previamente ejecutada en su apl.icacion de credito); cual.quier termino estandar, condiciones del vendedor, propttestas del vendedor y orden de confirmaci6n del vendedor (con limitaciones y garantfas), como acuerdo total del ticket de entrega ("Contrato"). El vendedor proveera los terminos estandares y condiciones detal- lados en caso de asf ser requeridos. Con este documento, el comprador acepta los mismos ya antes mencionados y que las cantidades y materiales fueron entregados como se expresa en el mismo. Acepta pagar el monto de acuerdo al contrato; al menos que se identi- fique con una rota al frente de este documento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, coca volcanica, arena, grava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanilerfa, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita, granito, coca volcdnica, arena, grava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) ]a cual puede contener mds de 0.025% do silicio cristalino. Peligros: Mezela de cemento fresco y/o cenizas volantes pueden causar irritaci6n en los ojos, quemaduras en piel y ojos, y reacciones alergicas en la piel. Concreto seco y polvo de agregados, pueden causar irritacion en los ojos, piel y/o en la zona respiratoria. Polvo del manejo en el trituramiento, pulido, torte y/o perforation puede contener materiales silicos, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura calida, reposar y tomar grandes cantidades de agua. Las cenizas volantes pueden contener amoniaco. Seguridad• La humedad puede causar la liberation del amoniaco. La inhalacibn del. amoniaco puede causar toser, irritacion o quemaduras en la nariz, gargaiita y pulmones. Acudir inmediatamente al medico. El riesgo en la salud depende en la duration y el nivel de la exposition. Seguridad: Evite el contacto con ojos y contacto prolongado con la piel. Use guantes, proteccion en los ojos y ropa Primeros adecuada para proteccion. Ldvese Las manos con jabon suave y agua despues del manejo de materiales. Evite inhalar auxilios' polvos. Si se expone a polvos mas de los limites recomendados, use proteccion respiratoria. Primeros auxilios: En caso de contacto en los ojos, inmediatamente fluya agua en la parte afectada por 15 minutos. Si se irlhala polvo, exp6ngase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, lavelos a fondo con agua. Acuda a atencion medica inmediatamente si la irritacion continua. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combinado Houston, Texas 77024 02/12 Para mds information visita www.cemexusa.com. .......... �_ct mcx i ,,56658121 Plant: Begin Loading: To Job: Arrive Job: Start Unload: Finish Unload: Leave Job: Return Plant: Oslo!/ I o9O Customer Code: Customer Name: Customer Job Number: --ri -N.7,2033 CONSTRUCT ION P) E R CFJtqSLJL.TAN'rG 'Project Code: Project Name: Project P.O. Number. Ticket Date: Delivery Ad�ress: 08'/ 01 /14 L-0-F-42, R I VERSIC-14) Delivery Instructions: PF14-M C1 'r tTM C OME 1-K-W E "11"HE RT Wr(W I 'CIER 10M) RTr-3HT C TR, J C V, I I R'r 1 T 0 k I -- E ON MUPPHtY ROAD,`RI:UHT ON TURNADOUT TO ENTRr1N[',F C1 ; !X N-1 ff, Order Code / Date: 8 / o I "I Order P.O. Number: Map Page: Map/Row/Column: Dispatcher: RHIEC-IRN Ticket Number: 3328of?, 14 Due On Job: Slump: Truck Number: Driver Number: Driv, Driver Name' End Use: 07 - 3 10026433 y-- B I LL P Y r--'E[\IIL 01- BLDNG: SL-n2, LOAD CUMULATIVE ORDERED QUANTITY QUANTITY QUAN, TITY pp MA7RIAL CODE -PRODUCTION DE�"CRIRTIOW UOM UNIT PRICE AMOUNT I 0 � 5(3 :,,1. 30 -7 3. ti 6; ;--'500 REG AUG I Am 6:45 i 1 06 FUEL 'SLJIRCH(iRGE 1 100 1202'749- ENVIRONIMENTM. CHARGE I Cash Check # I Auth Code: Signature of Driver Receiving Cash: Cash Received: Total COD Order Amount to Collect Without Standby Charges: Check 'Charge Comments: WATER ADDED: GAL YARDS IN DRUM: WHEN ADDED. SIGNA I UHL CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: SIGNATURE Ll LOAD WAS TESTED BY: Notice: Our'drivers will make every effort to place materials %6 the customer designates, but the SPECIAL TERMS: Any water added is at customers own risk. If water is added on job, concrete strength Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irritation. CAUTION: Material terms of sale, and -delivery and accepts concrete as is. Due to important factors which are out of our may be hazardous to your safety and health. Please refer to the backside of this ticket for important control after deNery, this Company will not accept any responsibility, for the finished results. No credit for safety handling information, and to the material safety data sheets for additional information. returned concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing AUTHORIZED SIGNATURE: within one business day after the receipt of materials. 68UNIVERSAL 1:1 1* F- !I T Rk i -1 L This Delivery Ticket incorporates herein by reference Buyer's previously executed Crcwpplication, if any, Seller's Standard Terms and Conditions, Seller's Quotation, if any, and Seller's Order Confirmation (including limitations of warranties),°as if fully set forth on this Delivery Ticket ("Agreement"). Seller will provide the Standard Terms and Conditions upon request. Buyer agrees that, runless otherwise noted on the front hereof, all quantities and gems were delivered as indicated and further expressly agrees to pay in accordance with the Agreement. AGGREGATE / CEMENT / CONCRETE PRODUCTS / FLY ASH Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. Cement products include Portland cerneilt, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and. aggregate products including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly ash], may contain more than 0.025% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling, crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep wane, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if .irritation persists. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combined Houston, Texas 77024 02/12 For more information please visit www.cemexusa.com. Este ticket de entrega incluye como referencia at comprador (ya previamente ejecutada en su aplicaci6n de credito); cualquier termino estandar, condiciones del vendedor, propuestas del vendedor y orden de confirmaci6n del vendedor (con limitaciones y garantfas), como acuerdo total del ticket de entrega ("Contrato"). El vendedor proveera Jos term.inos estdndares y condiciones detal- lados en caso de asf ser requeridos. Con este documento, el comprador acepta Jos mismos ya antes mencionados y que las cantidades y materiales fueron entregados como se expresa en el mismo. Acepta pagar el monto de acuerdo at contrato; at menos que se identi- fique con una nota at frente de este documento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, roca volcanica, arena, grava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanilerfa, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita, granito, roca volcanica, arena, grava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la cual puede contener mds de 0.025% de silicio cristalino. Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritaci6n en Jos ojos, quemaduras en piel y ojos, y reacciones al6rgicas en la piel. Concreto seco y polvo de agregados, pueden causar irritaci6n en los ojos, piel y/o en to zona respiratoria. Polvo del manejo en el trituramiento, pulido, corte y/o perforaci6n puede contener materiales silicon, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura calida, reposar y tomar grandes cantidades de agua. Las cenizas volantes pueden contener amoniaco. Seguridad• La humedad puede causar la liberaci6n del amoniaco. La inhalaci6n del amoniaco puede causar toser, irritaci6n o quemaduras en la nariz, garganta y pulmones. Acudir inmediatamente at medico. El riesgo en la salud depende en la duraci6n y el nivel de la exposici6n. Seguridad: Evite el contacto con ojos y contacto prolongado con la piel. Use guantes, protecci6n en los ojos y ropa Primeros adecuada para protecci6n. Lavese las menos con jab6n suave y agua despues del manejo de materiales. Evite inhalar auxilios• polvos. Si se expone a polvos mds de los limiter recomendados, use protecci6n respiratoria. Primeros auxilios: En caso de contacto en los ojos, inmediatamente fluya agua en la parte afectada por 15 minUlOs. Si se inhala polvo, exp6ngase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, lavelos a fondo con agua. Acuda a atenci6n m6dica inmediatamente si la irritaci6n continua. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combinado Houston, Texas 77024 02/12 Para mds informaci6n visita www.cemexusa.com. KEM C1F-X 56658120, J Plant: Begin Loading: To Job: Arrive Job: Start Uhload: Finish Unload: Leave Job: Return Plaft, i) .9 (".1 1 o 9- 11) Customer Code: Customer Name: Customer Job Number: "OTllf--1l EE1 CE-,D C45IL1T�SCNISk i. Oi�T.N.-'\ t Project Code: Project Name: i. Project P.O. Number. P Ticket Date: Delivery Addreiss: o 1?..� LOT—' ;", R 7 t-1 R3 F.H0 C. Delivery Instructions: fc, "t -rv, cclo&— Flom' -n-fr- m-10fur n !3F*Ck-',E-M' R. C i (-'I L, R 1 G I T i'l-FT ON M11JRPIrli '11 R16�p� RIGHT UNI TURNABOUT TO ENTRANICE TS il,!G fICCIT10.64, Order Code / Date: Order P.O. Number: Map Page: Map/Row/Column: Dispatcher: RHEAK�,! Ticket Number: 3328076o Due On Job: Slump: Truck Number: Driver Number: Driver Name: Use: 0 7' -. 122 'L I I () S1 C) J-) 77 ,End G =193 LOBDELL BLDNG-. SLAB LOAD CUMULATIVE I ORDERED MATERIAL CODE PRODUCTION DESCRIPTION UOM UNIT PRICE AMOUNT QUANTITY QUANTITY QUANTITY o 0 7 4., 50 1 1 ti.'500 Rl-,.cl Y03 1. t cSt"i FUF.L I'M I Am, 6:32 Cash Check# I Auth Code: Signature of Driver Receiving Cash: Cash Received: Total COD Order Amount Collect Without Standby Charges: !o Check Charge Comments: WATERADDED; GAL YARDS IN DRUM: WHEN ADDED. SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: SIGNATURE Ijam E) LOAD WAS TESTED BY: AA 'Notice: Our drivers will make every effort to place materials where the customer designates, but the SPECIAL TERMS: Any water added is at customers own risk. If water is added on job, concrete strength �&— Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irritation. CAUTION: Material terms of sale and delivery and accepts concrete as is. Due to Important factors which are out of our may be hazardous to your safety and health. Please refer to the backside of this ticket for important control after delivery, this Company will not accept any responsibility for the finished results. No credit for safety handling information, and to the material safety data sheets for additional information. retumed.concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing AUTHORIZED SIGNATURE: within one business day after the receipt of materials. V11 IVERSAL Pr�T=V TIRK.- INVOICE L 0 Pi D N;Uttl v C.]. This Deliv�y , Ticket incorporates herein by reference Buyer's previously execul -redit Application, if any, Seller's Standard.., Terms and Conditions, Seller's Quot i, if any, and Seller's Order Confirmatiot _ -luding limitations of warranties) as .if .fully set forth on this Delivery Ticket ("Aga.,.,.nent"). Seller will provide the Standard Terms and Conditions upon request. Buyer agrees that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly agrees to pay in accordance with the Agreement. AGGREGATE / CEMENT / CONCRETE PRODUCTS / FLY ASH Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. Cement products include Portland Bement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate product] including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly,a5h, may contain more than 0.02.5% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling, crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust .is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists. CEMEX. Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combined Houston, Texas 77024 02/1.2 For more information please visit www.cemexusa.com. Este ticket de entrega incluye como referencia al comprador (ya previamente ejecutada en su aplicacion de credito); cualquier t6rmino estandar, condiciones del vendedor, propuestas del vendedor y orden de confirmacion del vendedor (con limitaciones y garantfas), como acuerdo total del ticket de entrega ("Contrato"). El vendedor proveera los terminos estdndares y condiciones detal- lados en caso de asf ser requeridos. Con este documento, el comprador acepta los mismos ya antes mencionados y que las cantidades y materiales fueron entregados como se expresa en el mismo. Acepta ]agar el monto de acuerdo al contrato; al menos que se identi- fique con una nota al frente de este documento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, coca volcanica, arena, grava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanilerfa, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita, granito, roca volcanica, arena, grava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la cual puede contener mas de 0.025% de silicio cristalino. Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritacion en los ojos, quemaduras en piel y ojos, y reacciones alergicas en la piel. concreto seco y polvo de agregados, pueden causar irritacion en los ojos, piel y/o en la zona respiratori.a. Polvo del manejo en el trituramiento, pulido, corte y/o perforacion puede contener materiales silicos, los cuales pueden causar silicosis pulmonar y cancer si son inhalador. En caso de ser ingeridos, mantenerse en temperatura calida, reposar y tomar grandes cantidades de agua. Las cenizas volantes pueden contener amoniaco. Seguridad• La humedad puede causar la liberacion del amoniaco. La inhalacion del amoniaco puede causar toser, irritacion o quemaduras en la nariz, garganta y pulmones. Acudir inmediatamente al medico. El riesgo en la salud depende en ]a duracion y el nivel de la exposicion. Seguridad: Evite el contacto con ojos y contacto prolongado con la piel. Use guantes, proteccion en los ojos y ropa Primeros adecuada para proteccion. LAvese las manos con jabon suave y agua despues del manejo de materiales. Evite inhalar auxilios• polvos. Si se expone a polvos mas de los limites recomendados, use proteccion respiratoria. Primeros auxi.lios: En caso de contacto en los ojos, inmediatamente fluya agua en la parte afectada por 15 minutos. Si se inhala polvo, expongase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, lavelos a fondo con agua. Acuda a atencion medica inmediatamente si la irritacion continua. CEMEX, Memorial Hermann Tower 929 Gessner, Suite '1900 V7 combinado Houston, Texas 77024 02/12 Para nids informacion visita www.ceniexusa..com. ccmCx � � Y Plant: Begin Loading: To Job: Arrive Job: • StartUnload: Finish Unload: Leave Job: Return Plant: .l Customer Code' Customer Name: Customer Job Number: :7f,.,..r.f_k.`:! ;_; INS l 11RUIC-1-I N '..i�:i'�'V �.CF.'__'x G: i,>.,�'..il�.1l_. T'i-�l'I S, Project Coder Project Name: Project P.O. Number: Ticket Date: Delivery Address: 1 (yl ljfrt� .� �. t I .. 1..P t~ •�i't.- I Vt Delivery Instructions: i Mf'' 7 rC WAY r s C �.TR ti's4ahi I i ' # 1 DN i"UR!`,13-sk?OUT TO EENTRANCE W_ Z, Order Code / Date: Order P.O. Number: Map Page: Map/Row/Column: Dispatcher: r FZFIE._P r:` Ticket Number: Due On Job: Slump: 5 ruck Number. Driver Number: Driver Name: End Use: u Gi �U� f5+. t f of? :r-nt Cti: ; i f'a`. 0 I D I L..I_ 3— € AU'S:; �.I�►?j;.f(n m �;L:f TP LOAD CUMULATIVE ORDERED QUANTITY QUANTITY QUANTITYMATERIAL CODE PRODUCTION DESCRIPTION UOM' , Ua17 PRICE AMOUNT ...:......._,ys,.;,....`-*�. ..Ja ;�.7 �t_3 + T k ' 1 , �">�'� 'I, .:°.<i'��,�.�� I="l�e:W_ �:L��/:I-•h�F��a�: � , i fit i :'t'rZ7":°9 E.,N1 V I F Cttt!HFNTAL. C 1-iARC-E.. Cash Check#/Auth Code: Signature of Driver Receiving Cash: I Cas eceived: Total COD Order Amount to Collect Without Standby Charges: Check Charge ' ° -� - Comments: WATER ADDED: GAL YARDS IN DRUM: s WHEN ADDED. r SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: / SIGNATURE ❑ LOAD WAS TESTED BY: Notice: Our drivers will make every effoWto place materials where the customer designates, but the SPECIAL TERMS: water added is at customers own risk.JLwa er is added omjgb, concrete strength Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longeryuarante d. ARNING: Product may cause syn and ogeeyewirritation. CAUTION: Material terms\of sale and delivery and accepts concrete as is. Due to important factors which are out of our may be haza7dou o� on fe r d� a [h. Please rate to t e backside of'this ticlZefafo important control after delivery, this Company will notaccept'bny responsibility for the finished results. No credit for safety handling informaton, and to t e mter i afety data heet or additional information. - returned concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing AUTHORIZED SIGN TURE: within one,business day after the receipt of materials. O 68UNIVERSAL`.� f 1. INVOICE I_C?t-0 NUM I + This DelivQ,y Ticket incorporates here-- '-y reference Buyer's previously executed 0—.dit Application, if any, Seller's Standard Terms and Conditions, Seller's Quotati f any, and Seller's Order Confirmation (. iding limitations of warTanties), as if fully set forth on this Delivery Ticket ("Agreement"). Seller will provide the Standard Tentis and Conditions upon request. Buyer agrees that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly agrees to pay in accordance with the Agreement. AGGREGATE / CEMENT / CONCRETE PRODUCTS / FLY ASH Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. Cement products include Portland cement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly ash, may contain more than 0.02.5% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash cany7ctse eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may causerritation to eyes, skin, and/or respiratory tract. Dust from handling, crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combined Houston, Texas 77024 02/12 For more information please visit www.cemexusa.com. Este ticket de entrega incluye como referencia al comprador (ya previamente ejecutada en su aplicaci6n de cr6dito); cualquier t6rmino estandar, condiciones del vendedor, propuestas del vendedor y orden de confirmaci6n del vendedor (con limitaciones y garantfas), como acuerdo total del ticket de entrega ("Contrato"). El vendedor proveera Jos t6nninos estandares y condiciones detal- lados en caso de as% ser requeridos. Con este documento, el comp.rador acepta los mismos ya antes mencionados y que l.as cantidades y materiales fueron entregados como se expresa en el mismo. Acepta pagar el monto de acuerdo al contrato; al menos que se identi- fique con una nota al frente de este documento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, coca volcanica, arena, grava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanileria, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita, granito, roca volcanica, arena, grava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la cual puede contener mas de 0.025% de silicio cristahno. Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritaci6n en Jos ojos, quemaduras en piel y ojos, y reacciones al6rgicas en la piel. Concreto seco y polvo de agregados, pueden causar irritaci6n en los ojos, piel y/o en la zona respiratoria. Polvo del manejo en el triturami.ento, pulido, corte y/o perforaci611 puede contener materiales silicos, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura calida, reposar y tomar grander cantidades de aqua. Las cenizas volantes pueden contener amoniaco. Seguridad• La humedad puede causar la .liberaci6n del amoniaco. La inhalaci6n del amoniaco puede causar toser, irritaci6n o quemaduras en la nariz, garganta y pulmones. Acud.ir inmediatamente al medico. El riesgo en la salud depende en la duraci6n y el nivel de la exposici6n. Seguridad: Evite el contacto con ojos y contacto prolongado con la piel. Use guantes, protecci.6n en los ojos y ropa Prirneros adecuada para protecci6n. Lavese las manos con jab6n suave y agua despu6s del manejo de materiales. Evite inhalar auxilios: polvos. Si se expone a polvos i-nas de los limites recomendados, use protecci6n respiratoria. Pri.meros auxilios: En caso de contacto en los ojos, inmediatamente fluya agua en la parte afectada por 15 minutos. Si se inhala polvo, exp6ngase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, lavelos a fondo con. agua. Acuda a atenci6n m6dica inmediatamente si ]a irritaci6n continua. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combinado Houston, Texas 77024 02/12 Para mds informaci6n visita www.cemexusa.com. i�to3-oast I Pre- Construction Termite Treatment '. cnvaronsncntsrl 7670•, Okeechobee Blvd., West Palm Beach, FI. 33411 r Phone: 1-800-285-7378 Fax: 561 684-0122 Property Information Builder/Contractor Treatment Date Ma�� Time ;24 PrA y p1 Lot Block ti+;Name "of Builder tom- 0 t°4 tt)2�iQ i Subdivision Name ,, Shell Contractor � • 2t)(417 NW R44yLg t 0�y Street Address (If known) -� El Construction Type 9onolithic ❑Floating/Stemwall ❑Patio Cit11 y State Zip ❑Entry ❑Driveway ❑Other: Owner's Name (If known) Product/Treatment Information Treatment Type: ❑ Underslab ❑ Patio/Driveway/Entry ®F al Wood Treatment ❑ Bait System ❑ Other Product:, ❑ Dis dium Octaborate ❑ Cypermethrin �e Imidacloprid ❑ Bifenthrin ❑ Permethrin ❑ Other: concentration Mixed Product Applied Coal., Square Feet Treated Linear Feet Treate gag ®this box -is checked., then Final Perimeter treatment has been completed and the following statement is applicable: Certificate' -of Compliance: «•This building has received a complete treatment for the prevention of subterranean termites. This treatment is in accordance with the laws and rules established by the Florida Department of Agriculture and Consumer Services. Applicator's Name (please print) Appl ator's Signature HES-TE019 09/12 Hulett Env'r: ntal'Services© 2012 FORM 405-10 i FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Standard Pacific RB Fairfield Model Lot 42 Builder Name: Standard Pacific Homes Street: Nltil Permit Office: City, State, Zip: Port St. Lucie , FL , - Permit Number: Owner: Standard Pacific Homes Jurisdiction: Design Location: FL, Fort Pierce 1 2- 1. New construction or existing New (From Plans) 9. Wall Types (4146.8 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 3730.70 ft2 b. Frame - Wood, Adjacent R=11.0 416.13 ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 5 d. N/A R= ft2 10. Ceiling Types (2651.0 sqft.) Insulation Area 5. Is this a worst case? No a., Under Attic (Vented) R=30.0 2651.00 ft2 6. Conditioned floor area above grade (ft2) 4159 b. N/A - R= ft2 Conditioned floor -area below grade (ft2) 0 c. R= ft2 11. Ducts R ft2 7. Windows(558.4 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: AC 1 First floor 6 640 a. U-Factor: Dbl, U=0.60 363.14 ft2 b. Sup: Attic, Ret: Attic, AH: AC 2 Second Floor 6 420 • SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.40 175.23 ft2 12. Cooling systems kBt Efficiency SHGC: SHGC=0.31 a. Central Unit 47.5 7.5 SEER:15.00 b. Central Unit 28.8 SEER:15.25 c. U-Factor: Dbl, U=0.77 20.00 ft2 SHGC: SHGC=0.22 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 46.5 HSPF:8.50 SHGC: b. Electric Heat Pump 28.6 HSPF:8.70 Area Weighted Average Overhang Depth: 3.077 ft. Area Weighted Average SHGC: 0.307 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2651.0 sqft.) Insulation Area EF: 0.910 a. Slab -On -Grade Edge Insulation R=0.0 2651.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.134 Total Proposed Modified Loads: 52.90 PASS Total Standard Reference Loads: 82.00 1 hereby certify that the plans and specifications covered by Review of the plans and 14E S74 this calculation are in compliance with the Florida Energy specifications covered by this tya f • ' q r0 Code. Chris Digitally signed by Chris Wildroudt DN: cn=Chris Wildroudt, c=US, calculation indicates compliance r ait� F' PREPARED BY: o=Engineered Air, LLC, ou=New construction Sales and with the Florida Energy Code. Before construction is completed ttttsr t nti s DATE: -`` ng neenng, # e�,a;l=6r;asw�eng;nee��a;ruo, this building will be inspected for �. p - `com compliance with Section 553.908 Date: 2014.02.05 13:52:01-05'00' I hereby certify that this building, as designed, is in compliance Florida Statutes. �r g with the Florida Energy e. C 0 W-C OWNER/AGENT: BUILDING OFFICIAL: DATE: ► DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with 403.2.2.1.1. - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist - Heat sys #2 may be undersized. Size of 28.6 was increased to 28.6 for simulation. Please review the Manual J8 report. 2/5/2014 1:47 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 6 PROJECT Title: Standard Pacific RB Fairfield Bedrooms: 5 Address Type: Lot Information Building Type: User Conditioned Area: 4159 Lot # 42 Owner: Standard Pacific Homes Total Stories: 2 Block/SubDivision: Riverbend # of Units: 1 Worst Case: No PlatBook: Builder Name: Standard Pacific Homes Rotate Angle: 0 Street: Permit Office: Cross Ventilation: County: St. Lucie Jurisdiction: Whole House Fan: City, State, Zip: Port St. Lucie , Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE v IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Fort Pierce FL_ST LUCIE_CO_INTL 2 39 90 70 75 722 62 Low BLOCKS Number Name Area Volume 1 Block1 2652 28296.8398 2 Block2 1507 14060.3095 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 AC 1 First Floor 2652 28296.84 No 7 2 1 Yes Yes Yes 2 AC 2 Second Floor 1507 14060.31 No 3 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio AC 1 First Floor 226 ft 0 2651 ft' ___ 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Barrel tile 2965 ft' 0 ft' Medium 0.65 No 0.9 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 2651 fF N N 2/5/2014 1:47 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 6 CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) AC 1 First Floor 30 1119 ft2 0.11 Wood 2 Under Attic (Vented) AC 2 Second Flo 30 1532 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Wall lype Space R-Vacua F► in Ft In Area R-Value Frartion-Abcnr rra o 1 E Exterior Concrete Block - Int InsAC 1 First Flo 4.1 23 0 10.67 0 245.4100 0.4 0 0.4 0 2 N Exterior Concrete Block - Int InsWNC .1 First Flo 4.1 50 0 10.67 0 533.5 ft2 0.4 0 0.4 0 3 W Exterior Concrete Block - Int InsiNC 1 First Flo 4.1 46 0 10.67 0 490.8200 0.4 0 0.4 0 4 W Exterior Concrete Block - Int InshIC 1 First Flo 4.1 19 0 10.67 0 202.7299 0.4 0 0.4 0 5 S Exterior Concrete Block - Int InS6IC 1 First Flo 4.1 28 0 10.67 0 298.7600 0.4 0 0.4 0 6 S Exterior Concrete Block - Int InsiNC 1 First Flo 4.1 13 0 10.67 0 138.7100 0.4 0 0.4 0 7 E Garage Frame - Wood AC 1 First Flo 11 33 0 10.67 0 352.1100 0.4 0.4 0 8 S Garage Frame - Wood AC 1 First Flo 11 6 0 10.67 0 64.02000 0.4 0.4 0 9 E Exterior Concrete Block - Int Ins6NC 1 First Flo 4.1 8 0 10.67 0 85.36000 0.4 0 0.4 0 10 E Exterior Concrete Block - Int InsLOIC 2 Second 4.1 52 0 9.33 0 485.1600 0.4 0 0.4 0 11 S Exterior Concrete Block - Int InsiNC 2 Second 4.1 41 0 9.33 0 382.5299 0.4 0 0.4 0 12 W Exterior Concrete Block - Int InsiNC 2 Second 4.1 52 0 9.33 0 485.1600 0.4 0 0.4 0 13 N Exterior Concrete Block - Int InsiNC 2 Second 4.1 41 0 9.33 0 382.5299 0.4 0 0.4 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Wood AC 1 First Flo None 0.39 2.67 0 8 0 21.36000 2 E Wood AC 1 First Flo None 0.39 2.67 0 8 0 21.36000 WINDOWS Orientation shown is the entered, Proposed orientation. / Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 E 1 Metal Low-E Double Yes 0.6 0.31 32.34000 2 ft 0 in 12 ft 0 in None None 2 E 1 Metal Low-E Double Yes 0.4 0.31 12.31999 2 ft 0 in 10 ft 0 in None None 3 N 2 Metal Low-E Double Yes 0.6 0.31 22.68000 2 ft 0 in 12 ft 0 in None None 4 N 2 Metal Low-E Double Yes 0.4 0.31 23.20499 2 ft 0 in 12 ft 0 in None None 5 N 2 Metal Low-E Double Yes 0.4 0.31 8 ft2 2 ft 0 in 2 ft 0 in None None 6 W 3 Metal Low-E Double Yes 0.6 0.31 48.51000 2 ft 0 in 12 ft 0 in None None 7 W 3 Metal Low-E Double Yes 0.6 0.31 27.34560 2 ft 0 in 2 ft 0 in None None 8 W 3 Metal Low-E Double Yes 0.4 0.31 28.125 ft' 2 ft 0 in 2 ft 0 in None None 9 W 3 Metal Low-E Double Yes 0.77 0.22 20 ft2 2 ft 0 in 2 ft 0 in None None 10 W 3 Metal Low-E Double Yes 0.4 0.31 9.180000 2 ft 0 in 2 ft 0 in None None 11 W 4 Metal Low-E Double Yes 0.6 0.31 38.99279 10 ft 0 in 2 ft 0 in None None 12 W 4 Metal Low-E Double Yes 0.4 0.31 28.125 ft' 10 ft 0 in 2 ft 0 in None None 13 S 5 Metal Low-E Double Yes 0.6 0.31 16.17000 2 ft 0 in 2 ft 0 in None None 14 S 6 Metal Low-E Double Yes 0.6 0.31 16.17000 6 ft 0 in 2 ft 0 in None None 15 E 10 Metal Low-E Double Yes 0.4 0.31 8 ft' 2 ft 0 in 2 ft 0 in None None 2/5/2014 1:47 PM EnergyGaugeO USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 6 WINDOWS Orientation shown is the entered, Proposed orientation. / Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 16 E 10 Metal Low-E Double Yes 0.6 0.31 58.51999 2 ft 0 in 2 ft 0 in None None 17 S 11 Metal Low-E Double Yes 0.4 0.31 4 ft2 2 ft 0 in 2 ft 0 in None None 18 S 11 Metal Low-E Double Yes 0.6 0.31 14.62999 2 ft 0 in 2 ft 0 in None None 19 W 12 Metal Low-E Double Yes 0.4 0.31 44.27160 2 ft 0 in 2 ft 0 in None None 20 W 12 Metal Low-E Double Yes 0.6 0.31 68.51999 2 ft 0 in 2 ft 0 in None None 21 N 13 Metal Low-E Double Yes 0.4 0.31 6 ft2 2 ft 0 in 2 ft 0 in None None 22 N 13 Metal Low-E Double Yes 0.6 0.31 29.25999 2 ft 0 in 2 ft 0 in None None 23 N 13 Metal Low-E Double Yes 0.4 0.31 4 ft2 2 ft 0 in 2 ft 0 in None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 600 ft2 600 ft2 102 ft loft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess 0.000500 5454.5 299.44 563.15 0.4493 7.7265 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump None None HSPF: 8.5 46.5 kBtu/hr HSPF: 8.7 28.6 kBtu/hr 1 2 sys#1 sys#2 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 15 47.5 kBtu/hr 1425 cfm SEER: 15.2528.8 kBtu/hr 864 cfm 0.75 1 0.75 2 sys#1 sys#2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.91 50 gal 80 gal 120 deg None SOLAR HOT WATER SYSTEM - FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft2 2/5/2014 1:47 PM . EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 6 DUCTS / --- Supply ---- --- Return --- Air Percent HVAC # \/ # Location R-Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF Heat Cool 1 Attic 6 640 ft2 Attic 102 ft2 Default Leakage AC 1 First F (Default) (Default) % 1 1 2 Attic 6 420 ft2 Attic 96 ft2 Default Leakage AC 2 Secon (Default) (Default) % 2 2 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin ]Jan Feb Mar f Apr f Ma X Jun X Jul X Aug Se ]Oct [ Nov Dec Heating X] Jan X Feb X� Mar Apr May 4 Jun 4 Jul f Aug Sep E ] Oct [X� Nov XDec Ventin [) Jan [ Feb X Mar [X A r [ Ma [ Jun [ Jul [ Au Se [X] Oct [X Nov [ Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 2/5/2014 1:47.PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 6 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations - Residential Whole Building Performance Method ADDRESS: PERMIT #: Port St. Lucie, FL, MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E 283. Windows and doors = 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat & 403.1 At least one thermostat shall be provided for each separate heating - controls and cooling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and / sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to .R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of = 1 & Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor -retardant covers or a liquid cover or _ other means proven to reduce heat loss except if 70% of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters _ minimum COP= 4.0. Cooling/heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 2/5/2014 1:47 PM EnergyGaugeO USA - FlaRes2010 Section 405.4.1 Compliant Software . Page 6 of 6 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 65 The lower the Energy Performance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows- Description a. U-Factor: Dbl, U=0.60 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.40 SHGC: SHGC=0.31 c. U-Factor: Dbl, U=0.77 SHGC: SHGC=0.22 d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: , Port St. Lucie, FL, New (From Plans) 9. Wall Types Insulation Single-family a. Concrete Block - Int Insul, Exterior R=4.1 b. Frame - Wood, Adjacent R=11.0 1 c. N/A R= 5 d. N/A R= 10. Ceiling Types Insulation No a. Under Attic (Vented) R=30.0 4159 b. N/A R= c. N/A R= Area 363.14 ft2 11. Ducts a. Sup: Attic, Ret: Attic, AH: AC 1 First Floor b. Sup: Attic, Ret: Attic, AH: AC 2 Second Floor 175.23 ft2 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. N/A R= c. N/A R= 20.00 ft2 ft2 3.077 ft. 0.307 Area 2651.00 ft2 ft2 ft2 12. Cooling systems a. Central Unit b. Central Unit 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits Area 3730.70 ft2 416.13 ft2 ft2 ft2 Area 2651.00 ft2 ft2 ft2 R ft2 6 640 6 420 kBtu/hr Efficiency 47.5 SEER:15.00 28.8 SEER:15.25 kBtu/hr Efficiency 46.5 HSPF:8.50 28.6 HSPF:8.70 I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. rrra. Builder Signature: UQ�,�- Date: �I IL I I y Address of New Home: 3oL�5 �� City/FL Zip: Cap: 50 gallons EF: 0.91 Pstat *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Fairfield Model HVAC Load Calculations for Standard Pacific Homes RHVACREsimNl'TtAL HVAC LoADs Prepared By: Greg Bolinsky Engineered Air LLC CACO45860 2520 N Andrews Ave Ext Pompano Beach, FL 33064 954 974-7277 Wednesday, February 05, 2014 Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. Rhvac Residential &Light Commercial HVAC Loads Engineered Air LLC `' Mar'ate..FL'33063...P_age2� �;. Elite Software.Development, Inc. ,Fairfield Model. Project Report General. Pro'ect_Information77 Project Title: Fairfield Model Designed By: Greg Bolinsky Project Date: Friday, November 1, 2013 Client Name: Standard Pacific Homes Company Name: Engineered Air LLC CAC045860 Company Representative: Greg Bolinsky Company Address: 2520 N Andrews Ave Ext Company City: Pompano Beach, FL 33064 Company Phone: 954 974-7277 Company Fax: 954 973-1883 [Design Data r7777771 Reference City: . ,,.. • Fort Pierce, Florid .. �:.. . ,.. -.�. Florida Building Orientation: House faces East Daily Temperature Range: Medium Latitude: 27 Degrees Elevation: 25 ft. Altitude Factor: 0.999 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 42 39.4 n/a n/a 70 n/a Summer: 90 75 50% 50% 73 46 CheckFi ures, Total Building Supply CFM: 2,262 CFM Per Square ft.: 0.559 Square ft. of Room Area: 4,047 Square ft. Per Ton: 714 Volume (ft') of Cond. Space: 41,219 Buildin ;LoadsE �, Total HeatingRequired Including Ventilation Air: 43,428 Btuh � q g 43.428 MBH Total Sensible Gain: 49,709 Btuh 73 % Total Latent Gain: 18,306 Btuh 27 % Total Cooling Required Including Ventilation Air: 68,015 Btuh 5.67 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. S:\ ...\Stan Pac RB Fairfield 6511 Port St. Lucie.rh9 Wednesday, February 05, 2014, 1:21 PM Total Building Summary Loads Lo-E operable: Glazing-Low-E Operable Glass, u-value 363.1 6,108 0 11,320 11,320 0.6, SHGC 0.31 Lo-E Fixed Glass: Glazing -Low E Fixed Glass, u-value 175.2 1,963 0 4,707 4,707 0.4, SHGC 0.31 Lo-E French Door: Glazing-Low-E French Door, u-value 20 431 0 685 685 0.77, SHGC 0.22 11 D: Door -Wood - Solid Core 42.7 250 0 250 250 13A-4ocs: Wall -Block, board insulation only, R-4 board 3086.9 12,359 0 7,637 7,637 insulation, open core, siding finish 12B-Osw: Part -Frame, R-11 insulation in 2 x 4 stud 394.8 574 0 574 574 cavity, no board insulation, siding finish, wood studs 13A-4ocs: Part -Block, board insulation only, R-4 board 64 137 0 137 137 insulation, open core, siding finish 16D-30: Roof/Ceiling-Under Attic with Insulation on Attic 2583 2,315 0 2,645 2,645 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Tile, Slate or Concrete, R-30 insulation 22A-pl: Floor -Slab on grade, No edge insulation, no 226 6,258 0 0 0 insulation below floor, any floor cover, passive, light dry soil Subtotals for structure: 30,395 0 27,955 27,955 People: 10 3,000 3,000 6,000 Equipment: 9,000 7,200 16,200 Lighting: 0 0 0 Ductwork: 5,211 2,197 5,965 8,162 Infiltration: Winter CFM: 254, Summer CFM: 131 7,822 4,109 2,439 6,548 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 AED Excursion: 0 0 3,150 3,150 Total Building Load Totals: 43,428 18,306 49,709 68,015 Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. S:\ ...\Stan Pac RB Fairfield 6511 Port St. Lucie.rh9 Wednesday, February 05, 2014, 1:21 PM Rhvac '- Residential & Light Commercial HVAC Loads ,'i �. Elite Software Development; Inc,:: Engineered Aitj,LL Fairfield Model Margate, FL 33063° � �° ° Pade 4 . System 1 Room Load Summary Ht' Min Run Run -"' .Clg - Clg .'Min = Act Room ° Area Sens HtgDuct Duct.-. Sens Lat., .. Glg `'' `Sys° No. Name . _ SF Btuh CFM Size Vel°'_ Btuh Btuh:,.`,,, CFM : �- .CFM ---Zone 1--- 1 AC 1 - First Floor 2,583 28,213 367 13-6 538 30,201 10,847 1,374 1,374 Duct Latent 1,479 System 1 total 2,583 28,213 367 30,201 12,326 1,374 1,374 System 1 Main Trunk Size: 12x19 in. Velocity: 868 ft./min Loss per 100 ft.: 0.103 in.wg Cooling System Summary: - Cooling` Sensible/Latent ° Sensible latent Total ,_. Tonsa split' Btuh �. Btuh Btuh Net Required: 3.54 71 % / 29% 30,201 12,326 42,527 Actual: 3.96 75% / 25% 35,625 11,875 47,500 q Data= Equipment Heating System Coolinq System Type: Air Source Heat Pump Air Source Heat Pump Model: 25HBC548A**30 25HBC548A**30 Indoor Model: FX4DN(B,F)049 Brand: COMFORT 13 PURON HP COMFORT 13 PURON HP Description: Air Source Heat Pump Air Source Heat Pump Efficiency: 8.5 HSPF 15 SEER Sound: 0 0 Capacity: 45,500 Btuh 47,500 Btuh Sensible Capacity: n/a 35,625 Btuh Latent Capacity: n/a 11,875 Btuh AHRI Reference No.: n/a 3646319 This system's equipment was selected in accordance with ACCA Manual S. Manual S equipment sizing data: SODB: 90F, SOWB: 75F, WODB: 42F, SIDB: 73F, SIRH: 50%, WIDB: 70F, Sen. gain: 30,201 Btuh, Lat. gain: 12,326 Btuh, Sen. loss: 28,212 Btuh, Entering clg. coil DB: 73F, Entering clg. coil WB: 60.9F, Entering htg. coil DB: 70F, Clg. coil TD: 20F, Htg. coil TD: 70F, Req. clg. airflow: 1374 CFM, Req. htg. airflow: 367 CFM S:\ ...\Stan Pac RB Fairfield 6511 Port St. Lucie.rh9 Wednesday, February 05, 2014, 1:21 PM Residential & Light Commercial HVAC Loads Elite Software'Development, Inc.. �Rhvac,- Engineered Air LLC' -Margate,fL33063,'C'�� Fairfield Model ., Page 5.'r System 2 Room Load Summary Htg>: Min Run RunClg Clg ... Min „°Act-. Room Area �' Sens Htg Duch'= .Duct Sens ., ,;. °Lat Clg'- Sys No Name �`; `.. SF Btuh CFM Size :.uel Btuh Btuh,CFM CFM ---Zone 1--- 2 AC 2 -Second 1,464 15,216 198 9-6 502 19,508 5,262 888 888 Floor Duct Latent 718 System 2 total 1,464 15,216 198 19,508 5,980 888 888 System 2 Main Trunk Size: 10x17 in. Velocity: 752 ft./min Loss per 100 ft.: 0.095 in.wg Cooling System;Summary. ` Cooling ,. Sensibl'e/Latent Sensible Latent t; Total Tons Split Btuh Btuh Btuh Net Required: 2.12 77%/ 23%0 19,508 5,980 25,488 Actual: 2.40 75% / 25% 21,600 7,200 28,800 E ui mentData .. .. Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: 25HBC530A**30 25HBC530A**30 Indoor Model: FX4DN(B,F)031 Brand: COMFORT 13 PURON HP COMFORT 13 PURON HP Description: Air Source Heat Pump Air Source Heat Pump Efficiency: 8.5 HSPF 15.2 SEER Sound: 0 0 Capacity: 28,200 Btuh 28,800 Btuh Sensible Capacity: n/a 21,600 Btuh Latent Capacity: n/a 7,200 Btuh AHRI Reference No.: n/a 3645739 This system's equipment was selected in accordance with ACCA Manual S. Manual S equipment sizing data: SODB: 90F, SOWB: 75F, WODB: 42F, SIDB: 73F, SIRH: 50%, WIDB: 70F, Sen. gain: 19,508 Btuh, Lat. gain: 5,980 Btuh, Sen. loss: 15,216 Btuh, Entering clg. coil DB: 73F, Entering clg. coil WB: 60.9F, Entering htg. coil DB: 70F, Clg. coil TD: 20F, Htg. coil TD: 70F, Req. clg. airflow: 888 CFM, Req. htg. airflow: 198 CFM S:\ ...\Stan Pac RB Fairfield 6511 Port St. Lucie.rh9 Wednesday, February 05, 2014, 1:21 PM 9 STATE OF, FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION PERMIT CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: (Standard Pacific Of FL. GP Inc) PROPERTY ADDRESS: 3045 NW Radcliffe Way Port Saint Lucie, FL 34952 LOT: 42 BLOCK: SUBDIVISION: Riverbend PERMIT #:56-SF-1524498 APPLICATION #: AP1137919 DATE PAID: FEE PAID: RECEIPT #: DOCUMENT #: PR931971 PROPERTY ID #: 4425-703-0047-000-6 [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF SECTION 381.0065, F.S., AND CHAPTER 64E-6, F.A.C. DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TIME. ANY CHANGE IN' MATERIAL FACTS, WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. SYSTEM DESIGN AND SPECIFICATIONS T [ 1,350 1 GALLONS / GPD Septic CAPACITY A [ ] GALLONS / GPD N/A CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] K [ ] GALLONS DOSING TANK CAPACITY [ ]GALLONS @[ ]DOSES PER 24 HRS #Pumps [ ] D [ 867 ] SQUARE FEET Drainfield SYSTEM R [ ] SQUARE FEET N/A SYSTEM A TYPE SYSTEM: [ ] STANDARD [ ] FILLED [X] MOUND [ ] I CONFIGURATION: [ ] TRENCH [g] BED [ ] N F LOCATION OF BENCHMARK: Top of manhol on SEW corner of lot 13 I ELEVATION OF PROPOSED SYSTEM SITE [ 28.001E INCHES FT ][ BELOW] BENCHMARK/REFERENCE POINT E BOTTOM OF DRAINFIELD TO BE [ 32.001E INCHES FT I ABOVE BELOW] BENCHMARK/REFERENCE POINT L D FILL REQUIRED: [22.001 INCHES EXCAVATION REQUIRED: [ ] INCHES The system is sized for bedrooms with a maximum occupancy of 10 persons (2 per bedroom), for a total estimated flow O of 520 gpd. T The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with H s. 64E-6.013(3)(0, FAC. E R SPECIFICATIONS BY: Andre Ga TITLE: Environmental Specialist II APPROVED BY: TITLE: Environmental Specialist II St. Lucie CHD Andrew R Gatewood DATE ISSUED: 03/05/2014 EXPIRATION DATE: 09/05/2015 DH 4016, 08/09 (Obsoletes all previous editions which may not be used) Incorporated: 64E-6.003, FAC Page 1 of 3 v 1.1.4 AP1137919 SE921718 NOTICE OF RIGHTS A party whose substantial interest is affected by this order may petition for an administrative hearing pursuant to sections 120.569 and 120.57, Florida Statutes. Such proceedings are governed by Rule 28-106, Florida Administrative Code. A petition for administrative hearing must be in writing and must be received by the Agency Clerk for the Department,_ within twenty-one (21) days from the receipt of this order. The address of the Agency Clerk is 4052 Bald Cypress Way, BIN # A02, Tallahassee, Florida 32399-1703. The Agency Clerk's facsimile number is 850-410-1448. Mediation is not available as an alternative remedy. Your failure to submit a petition for hearing within 21 days from receipt of this order will constitute a waiver of your right to an administrative hearing, and this order shall become a 'final order'. Should this order become a final order, a party who is adversely affected by it is entitled to judicial review pursuant to Section 120.68, Florida Statutes. Review proceedings are governed by the Florida Rules of Appellate Procedure. Such proceedings may be commenced by filing one copy of a Notice of Appeal with the Agency Clerk of the Department of Health and a second copy, accompanied by the filing fees required by law, with the Court of Appeal in the appropriate District Court. The notice must be filed within 30 days of rendition of the final order. lob- d. Plannin & Development Services Department 6671 g P P Building & Code Regulations Division 2300 Virginia Avenue, Fort Pierce, FL 34982 — (772) 462-1553 for Design Load.Compliance....... ... Project Name: Project Address: Permit #: Occupancy Type: Construction Type: INSTRUCTIONS FOR USE: • This certification must be completed, signed, and sealed by the design professional of record. • Submit (2) copies for residential, (3) copies for commercial with all permit applications involving the following: o New Residences (single or multi -family) o Residential Addition o Any accessory structure requiring a building permit o Any non-residential structure. * Note: Form not required for interior renovations provided that no exterior structural elements are affected and certain minor building permits at the discretion of the local building official. Contact the # above for questions. DESIGN PARAMETERS AND ASSUMPTIONS USED (complete -allthat apply) 1. DESIGN CODE: Florida2A!Jk ( ,V Code 2010 Edition with 20_Supplements using ASCE 7-10 2. Structure Designed as (check one): X Enclosed Partially Enclosed Open 3. Risk Category: _I II III _ 4. Design Wind Velocity 4_mph 5. Mean Roof Height A ft -IV I Exposure Category: YB C D ASD _)�- LRFD End Zone Width: gyp, S ft Roof Pitch: _4 :12 Parapet: ft 6. Components & Cladding Design Pressures Used: (PSF, based on 10sgft @ 15'MRH, clearly label on all plan openings): Zone 1:--3%5' ' Zone 2: If Zone 3: - 9,8 Zone 4: -41J Zone 5: 7 � Garage: -13 7. Design Loads: Floor: _PSF Roof/Dead: o`er PSF Roof/Live:.PO Balcony: PSF Dock: PSF Deck: PSF Stairs: kO PSF Fence: 15 PSF Railings: PSF 8. Were Shear Walls Considered For Structure? Yes Not Applicable Explain Why Not: 9. Is A Continuous Load Path Provided? JC Yes Not Applicable Explain Why Not: 10. Design Soil Bearing Pressure: AM - PSF Soil Test Reports Submitted? Yes DESIGN PROFESSIONAL CERTIFICATION STATEMENT: I certify that, to the best of my knowledge and belief, the attached plans & specifications have been designed to comply with the applicable structural portions of the building codes currently adopted and enforced by St. Lucie County. I also certify that structural elements depicted on these plans provide adequate resistance to the design forces specified: QW McDougle, PE Print Name ngmee ng Consultant ,& Co. Cert Auth. .1599:SW.30th Ave., -Sufi® 20 Boynton Beach, FL 33426 FL PE#t 056214 Signature, Date, and Seal FLCA##o09217 Company Name & Address SLCCDV Form # 020-12 Revised 3/15/12 (JS) Building Permit # 1 ` Planning & Development Services Department Building & Regulations Division Product Review Affidavit Lot 42 Owners Name Standard Pacific Homes Applicant: Product' Opening Design Pressures Product Rated Design Pressure Manufacturer Model Number Product Approval Number Glass Tvve Method of Attachment Windows +42.5/-57.5 +80/-80 PGT 700 FL-11-1013.14 Impact 2-Tapcon in Head, 5-Jamp Mullions PGT FL-11-0922.01 Fixed Glass +43.9/-47.5 +80/-80 PGT 701 FL-13-0502.03 Impact Tapcons-Max O.0 Spacing 12" Block Glass NA Skylights NA Sliding Glass Doors Swing Type Doors +40.0/-43.6 +50/-55 Therma Tru Smooth Star FL-14665.1 Imapct Wood Screws French Doors +34.9/-38.5 +55/-55 Tlierma Tru `' Smooth Star FL12334.1 Impact Install w/CBS Const. 1X buck w/ITW 1/4" anchors Garage Doors +40.4/-36/8 + Amarr 950 13-0503.6/.8 Impact 2 X 6 Vertical wood jam attachment to 2000 PSI Concrete using Hurricane Protection NA Hitli quick bolts Roof Ventilation . Roofing Material NA P(1) -39.1 p (2) -68.1 P 3 -100.7 Eagle Roofing Capistrano FL7473.R5 NA Mechanically (2) #8 2 1/2" Screws I have reviewed the above components -or cladding and I have approved their use in this structure. These products provide adequate resistance to the wind loads and forces specified by current code provisions. Name: /� GL/T/� Signature: /V seal Design Prof: Cert. No. ��� Date: 4 lorida wilding Code Online Page 1 of 2 - � + �• i—�. Ja..�-i �l.� Ujy�"4� y`�3�� ,+.h.?�:al�f l�l.�i.".{r �`� �1 " � i ' k : -k"�� �� •A [ 'S � :. .�I<Y "#4^+k�i �u`,<� xF S s 3,�t,, b � r . p, �y,.�+L^�__�.1 P .ela NL3rtrr: aq BCIS Home WLog In User Registration I Hot Topics I Submit Surcharge I Stats & Facts Publications FBC Staff I BCIS Site Map I Links I f Bushes ,'?) SUSER: Professibalduct Approval Reauiaifur Product Approval Menu > Product or Application Search > Application List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL7473-R5 Affirmation 2010 Approved 0 EAGLE ROOFING PRODUCTS FLORIDA LLC 1575 East CR 470 Sumterville, FL 33858 (800)400-3245 annettes@eagleroofing.com Annette Sindar anisettes@eagleroofing.com Greg Peterson 1575 East CR 470 Sumpterville, FL 33585 (800)400-3245 gregp@eagleroofing.com Roofing Roofing Tiles Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 0 Evaluation Report - Hardcopy Received Robert Nieminen PE-59166 Architectural Testing, Inc. 12/31/2014 John W. Knezevich, PE rl Validation Checklist - Hardcopy Received FL7473 R5 COI Trinity ERD CI - Nieminen.pdf Referenced Standard and Year (of Standard) Standard ASTM C1492 FRSA/TRI 07320 SSTD 11 Equivalence of Product Standards Certified By Sections from the Code Year 2003 2005 1997 http://www.floridabuil&mja.org/ur/car apt dtl.aspx?param=wGEVXQwtDQ... 10/11/2013 4 �Florida Building Code Online Page 2 of 2 01 1 affirm that there are no changes in the new Florida Bi Code which affect my product(s) and my product(s) are it compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity ; Yes ;' No :: N/A FL7473 R5 COC sitr032712 Affirmation FL7473-R4.12df Product Approval Method Method 1 Option D Date Submitted 03/27/2012 Date Validated 03/27/2012 Date Pending FBC Approval Date Approved 04/02/2012 of Products Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A other: See Section 5 of Evaluation Report for limits of Use. f ile roofs are analyzed for wind resistance through rverturning moment Refer to FRSA/TRI 07320 for averturnino moment limitations. concrete Installation Instructions FL7473 R5 II er062311FINAL EAGLE FL7473-113 TIL Verified By: Roberti. M. Nieminen PE - 59166 Created by Independent Third Party: Yes evaluation Reports FL7473 R5 AE er062311FINAL_EAGLE FL7473-R3 TII Created by Independent Third Party: Yes Back Next Contact Us :: 1940 North Monroe Street Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA(EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refu Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.48 .Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Dep with an email address if they have one. The emails provided may be used for official communication with the licensee. However email address public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made avail the public. To determine if you are a licensee under Chapter 455, FS., please dick here . Product Approval Accepts: Gredit�Cai: � rr . sAiiR"E t, •I/�:n:r.sr fi�ri�ol�i�illr��r,rr nrrslrn-/r�r armr, Atl ae-nv9nnrnm--wr-rFATY0u tT)n _ 10/11 /1n11 / j S -TRNr-Y'jERD EXTERIOR RESEARCH & DESIGN, LLC. FL CERTIFICATE OF AUTHORIZATION #9503 March 27, 2012 Ted Berman, P.E. Ted Berman and Associates, LLC. 925 41 n Street, Suite 104 Miami Beach, FL 33140 RE: EAGLE ROOFING PRODUCTS FLORIDA LLC Afformation of r-L7473-R3 Dear Ted: This letter serves to document that we have reviewed FL7473-R3 and our. Evaluation Report E 1322C.09.06-R2 dated 06/23/2011, which forms the basis thereof, with respect to the 2010 Florida Building Code. Nothing in the Code has changed that affects our Evaluation Report, and we have authorized the applicant to document compliance with the 2010 FBC through the Affirmation Process. Please contact our Connecticut office with any questions. Respectfully submitted, Robert Nieminen, P.E Vice President Florida Reg No. 59166 robertnieminen(cciltrin erd.com The facsimile seal appearing on this document was authorized by Robert Nieminen, P.E. 59166 on 3/27/2012. This does not serve as an electronically signed document. Original, signed & sealed hardcopies forthcoming via courier WILDING'SCIENCE Rb5[ARCH j DESIGN] C04SULT'AiION' MAIN OFFICE: 80 YESLER WAY, SUITE 200 1 SEATTLE, WA 98104 1 TEL: 206 467 0054 1 FAX:206 267 0267 CONNECTICUT: 353 CHRISTIAN STREET, UNIT 13 1 OXFORD, CT 06478 1 TEL: 203 262 9645 1 FAX: 203 262 9243 LABORATORY: 10 MAUNEY COURT I COLUMBIA. SC 29201 1 TEL: 803 988 8133 1 FAX: 803 988 81 1 1 EVALUATION REPORT Eagle Roofing Products Florida L.L.C. 1575 East Country Road 470 Sumterville, FL 33SSS EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report E1322C.09.06-R2 FL7473-R3 Date of Issuance: 02/24/2009 Revision 2: 06/23/2011 SCOPE: This Evaluation Report is issued under Rule 9N-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been designed to comply with the 2007 Florida Building Code sections noted herein. DESCRIPTION: Eagle Roof Tiles LABELING: Each unit shall bear labeling in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or. provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 4. Prepared by: Robert 3.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seat appearing was authorized by Robert Nleminen, P.E. on 06/23/2011 This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION of INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. TrinitylERD Is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial Interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. L: •M�.�.-J i ROOFING SYSTEN EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Roofing Tiles Compliance Statement: Eagle Roof Tiles, as produced by Eagle Roofing Products Florida LLC, have demonstrated compliance with the following sections of the Florida Building Code through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: 1507.3.5 Physical Properties ASTM C1492 2003 1715.2.1 Overturning Moment SSTD 11 1997 3. REFERENCES: Entity I Examination Reference Date ATL (TST 3782) ASTM C1492 RT0324.01-11 04/03/2011 ATL(TST 3782) ASTM C1492 RT0324.02-11 04/03/2011 ATL (TST 3782) ASTM C1492 RT0324.03-11 04/03/2011 FRSA/TRI 07320 & SSTD 11 Membership Letter 11/29/2005 ATI UA 1844) Quality Assurance Service Confirmation Exp. 12/31/2014 4. PROD CT DESCRIPTION: BEL AIR, DOUBLE EAGLE BEL AIR, PONDEROSA, DOUBLE EAGLE PONDEROSA and GOLDEN EAGLE are 4.1 low (flat) -profile concrete roof tiles having a smooth or textured surface. Bel Air Golden Eagle r� �asc• Double Eagle Bel Air Exterior Research and Design, LLC. Evaluation R®port E1322.09.06-R2 Certificate of Authorization #9503 FL7473-113 Revision 2: 06/23/2011 Page 2 of 4 r S. 4.2 4.3 MALIBu are medium -profile concrete roof tiles. tUUL . 9W CAPisrRANo are high -profile concrete roof tiles. A 3'INHYIERD LIMITATIONS: 5.1 This Evaluation Report is not for use in the HVHZ. 5.2 Fire classification is not part of this evaluation; refer to FBC Section 1505.2 or current Approved Roofing Materials Directory for fire rating of this product. 5.3 Installation shall comply with manufacturer's current published instructions, but not less than the requirements of FBC Section 1507.3 and the FRSA/TRI 07320. 5.4 For mechanically attached tiles, attachment for wind load resistance shall be in accordance with FRSA/TRI 07320/8-05. 5.5 For mortar -set or adhesive -set tiles, attachment for wind load resistance shall be in accordance with FBC Section 1609.5.3 and the mortar or adhesive manufacturer's Product Approval. 5.6 All products in the roof. assembly shall have quality assurance audit in accordance with the Florida Building Code and F.A.C. Rule 9N-3. 5.7 This Evaluation Report is limited to use on projects in areas subjected to weathering indices of 50 or less (negligible weathering), as outlined in Figure 1 of ASTM C1492-031, reproduced below for reference. 50 •" . 500.0 ... •":•:• WEATHERING REGIONS .;. . NEGLIGIBLE WEATHtR'-dN-G MODERATE WEATHfRiNGG (T M SEVERE. WEATHERING' Exterior Research and Design, LLC. Certificate ofAathorizatlon #9503 Evaluation Report E1322.09.06-112 FL7473-R3 Revision 2: 06/23/2011 Page 3of4 6. INSTALLATION: 6.1 Eagle roof tiles may be mechanically fastened, mortar -set or adhesive -set. Installation shall comply with manufacturer's current published instructions, but not less than the requirements of FBC Section 1507.3 and the FRSA/TRI 07320. 7. LABELING: 7.1 Each unit shall bear the imprint or identifiable marking of the manufacturer's name or logo. Tile lots shall be labeled in accordance with the requirements of the Accredited Quality Assurance Agency noted herein. 7.2 Tile not tested for freeze -thaw shall state clearly that the lot has not,been tested for freeze - thaw acceptance on all lot tags or certification. S. BUILDING PERMIT (REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the noted QA agency for information on product locations covered for F.A.C. Rule 9N-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: Architectural Testing, Inc. — QUA1844; (717) 764-7700 - END OF EVALUATION REPORT - ASTM C1492-03, Standard Specification for Concrete Roof Tile, © ASTM International Exterior Research and Design, LLC. CertWeate Of Authorization #9503 Evaluation Report E1322.09.06-112 FL7473-R3 Revision 2: 06/23/2011 Page 4 of 4 Florida's Leading Engineering Source • Geotechnical • Construction Materials Testing • Threshold and Special Inspections - Plan Review & Code Compliance "'RNAT%'J' March 25, 2014 Standard Pacific Homes, South Florida 3201 West Commercial Blvd. #230 Ft. Lauderdale, Florida 33309 RE: Geotechnical Exploration - Riverbend Lot 42 NE Corner of Gilson Rd. & NW Turnabout Ln. St. Lucie County, Florida GFA Project # 13-0065.00 GFA International performed a geotechnical exploration for the site with Cone Penetrometer Test (CPT) soundings and auger borings on each lot. The results are presented in the GFA Geotechnical Report entitled "Proposed Riverbend Development: Lots 1 - 47" dated February 14, 2014. -For Lot 42, the subsurface soil conditions are generally favorable for the support of the proposed structures on shallow foundations. An allowable bearing capacity of 2,500 or 3,000 . psf may be used for foundation design provided the site preparation recommendations contained in the report are followed. For site preparation recommendations, basically the subgrade soils should be improved with compaction from the stripped grade prior to constructing the foundation pads. The top 2 feet below stripped grade should be compacted to a minimum of 95% density prior to placing fill to achieve final grade. Fill (including stemwall backfill) should be placed in 12-inch lifts and compacted to achieve a minimum 95% density. After excavation for footings, the subgrade to a d'e, pth of 2 feet below bottom of footings should be compacted to achieve a minimum 95% density. Test results and inspection reports will be submitted under separate cover. We appreciate the opportunity to be of service to you on this project and look forward to a continued association. Please do not hesitate to contact us if you have any questions or comments, or if we may further assist you as your plans proceed. Sincerely, GFA International, Inc. FBPE%°�lQ, 0 p� oGe8 chnical eer :F Qda Regi*trat 675 o � e � a GPPhS: 5� Cli�t��{��0: ao 521 NW Enterprise Drive • Port St. Lucie, Florida 34986 (772) 924.3575 (772) 924.3580 (fax) www.teamgfa.com OFFICES THROUGHOUT FLORIDA BENCHMARK 1 \ I J TOP OF DRAINAGE MANHOLE i Jr? a 3 " ELEV. 6.57' (NAND 198B) 1 1 1 � � 1 LOT 43 2 CU VACANT SET 5/8 IR&C _ _ _ _ v LB 4286 I I ___ W y i N45 43'19"E 192.16'(N.R.) 0 12' DRAINAGE EASEMENT — 1 LOT 12 30.00' ti I UNDER ------- CONSTRUCTION o SET 518"IR&C W I LB 4286 65.45 ___ cam., N i gn y a! Co z1— — — — — — — — 1 y •� I I 1. EN24.0' 40.00' A 1I — GRAPHIC SCALE o VF�Eo D 15 307RY �-------------- 30 0jr I W N LOT 42 1 2 STORY 3•5 WMT-2 cJ, m 110.0 RESIDENCE IN FEET) LAKE c.; -Z+ I cn m _ s " ;,�; o I� o 1 1 inn = 30 sit. v, I cN FF.E.=11.40 Lr� �Iw 1 o 79.00' S' BO 4'X4'BRICK 49.0' �'- STREET ADDRESS 0 SET 5/8"IR&C ' r` `O w w ° I LOT 13 ry 4xs' CONC. \6' LB 4286 , cn VACANT 3045 NW RADCLIFFE WAY ry I Iv, "A . I - 2.5' SEP71C LID � WATER SERVICE i T9 v �. 3 ' LEGAL DESCRIPTION SET 5/8IR&C N45 43'19"E 186.88'(N.R.) I 11. II_ i Being all of Lot 42, according to the plat of LB 4286 � i RIVERBEND, as recorded in Plat Book 67, Page 36 LOT 41 I I of the Public Records of St. Lucie County, Florida. OCCUPIED Contains 0.43 acres more or less. --------------- o CO. i I CA C, PiOved z z I 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 10, 2015. B. 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. LEGEND ,& ABBREVIATIONS CONC. DENOTES CONCRETE P.C.P. DENOTES PERMENANT CONTROL POINT C.M. DENOTES PLAT DATA O.R.B. �P C DENOTES CALCULATED FROM FIELD MEASUREMENTS IR&C (M) DENOTES MEASURED DATA I.P. 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 E N.A.V.D. DENOTES NORTH AMERICAN VERTICAL DATUM (NR) DENOTES NON -RADIAL R7W DENOTES RIGHT WAY LME DENOTES LAKE MAINTENANCE EASEMENT OD DENOTES DRAINAGE MANHOLE DENOTES CONCRETE MONUMENT DENOTESOFFICIAL RECORDS BOOK DENOTES IRON ROD & CAP DENOTES IRON PIPE DENOTES IRON ROD DENOTES UTILITY EASEMENT DENOTES PROFESSIONAL LAND SURVEYOR DENOTES ELEVATION (TYPICAL) DENOTES WATER MANAGEMENT EASEMENT DENOTES STREET LIGHT DENOTES WATER VALVE DENOTES WATER METER As-built/Final Survey, LOT 42 For: Standard Pacific Homes THOMAS P. KIERNAN DATE Professional Surveyor & Mapper Florida Certificate No. 6199 File: LOT 42.DWG CULPEPPER & TERPENING, INC Date: 5/06/14 0' CONSULTING ENGINEERS I LAND SURVEYORS SCALE 1"=3 DRAWN BY: 2980 SOUTH 25th STREET FORT PIERCE, FLORBDA 34981 PHONE 772-464-3537 FAX 772-464-9497 www.Ct-eng.com CTATR nP Rf (1RMA M R"Wr ATTnW Mn TR AWf, BENCHMARK r .' t� Z s TOP OF DRAINAGE MANHOLE MAY 8 2014 �. `(,w. ELEV 6.57'. (NAVD 1988)vt . 1 2' CONC I r y I-` i TING W I LOT 43 cuRe irity, FL VACANT SET 5/871R&c r 4'` r- �' r — .— — — — LB 4286 I $ Y W j I— ------ ----- —=— OT 12.N4543'19"E 192.16' N.R. L 12' DRAINAGE EASEUNDER 30. s -------=---- i._-- , oo_ ; CONSTRUCTION; W SET 5/8"IR&C 1 65: — — — — — — —. p a 4 _ LB 4286. i a o r N1,, �:rrjJ41,v O i 24.6' m I 0 4 ' o.j D - — - — — = — — — — — — _ - ao GRAPHIC SCALE 30 a I o Ip o —j w can EXISTING 3.8 m I LOT 42 uI WMT-2 c�i� I FORMBOARDS —, - o,cn �I rA ; '? �C; ' i htoh 80 ft LAKE, ��'+-I �lo.o TOP OF °D o i t> o°'� , (>Qt ) FORM=11.40 s.o' co iv g 79.00 o 49.0' STREET : ADDRESS SET 5/8"IRdcC a �,w r LOT 13 - . �. LB 4286.. � I . V I _ VACANT 3045 NW RADCLFFE WAY WATER SERVICE iA< his LEGAL. DESCRIPTION SET 5/8"IR&C N45 43'19'E 186.88'(N.R.) . �. LB .4286 i �;' " Il i Being all of Lot 42, according to the. plat of RIVERBEND, as recorded in Plat Book 67, Page 36 LOT' 41 '' i of the Public Records of St. Lucie County, Florida, VACANT i w Y i yet Contains 0.43 acres more or less.' - f k�: ! I gt cie Co. ' ° I Date knit Approved 0 ' , ...GENERAL NOTES NOTES _ -"LEGEND &ABBREVIATIONS 1. The bearings shown hereon are referenced to. the 'centerllne of RadcliffecWay having .a bearing of. CONC. DENOTES CONCRETE �� P.C.P DENOTES PERMENANT CONTROL POINT C.M. DENOTES CONCRETE. MONUMENT S50'49 18 E, according to the Plat of- RIVERBEND,. Plat Book 67, Page `36, City of Port St.. Lucie,- St Lucie (P) DENOTES PLAT DATA O.R.B. DENOTES OFFICIAL RECORDS BOOK Count ,Florida. c)) DENOTES CALCULATED FROM FIELD MEASUREMENTS IR&C DENOTES IRON ROD & CAP o Y M) DENOTES MEASURED DATA I.P. DENOTES IRON PIPE'. ID DENOTES IDENTIFICATION NUMBER I.R. DENOTES IRON ROD $ DENOTES FLOW LINE e 2. All . above ground fixed improvements, if any, have been located and shown hereon. TTo DENOTES TOP OF BANK'"I.I.E. DENOTES UTILITY EASEMENT ° FND. DENOTES FOUND P.L.S. DENOTES PROFESSIONAL LAND SURVEYOR 3. Underground utilities and utility services have not been located on this survey. L.B. DENOTES LICENSED BUSINESS DENOTES ELEVATION (TYPICAL) N O.H.U. DENOTES OVERHEAD UTILITIES W.M.E.' . DENOTES WATER MANAGEMENT EASEMENT N.A.V,D. DENOTES NORTH AMERICAN VERTICAL DATUM Y`( DENOTES STREET LIGHT 4. Flood Note: By graphic plotting. only, this property Is in. Zone ' according to the Flood Insurance Rate (AIR) _ DENOTES NON -RADIAL ^^^fff^^^ s P P Y g DENOTES WATER VALVE R/W '• DENOTES RIGHT WAY ,�y, Map, Community Panel No: 12111C0406 J, effective date February 16, 2012. The exact designation can only. L,IE DENOTES LAKE MAINTENANCE EASEMENT w �G- l be determined by an elevation certificate. . ® DENOTES WATER METER `s DENOTES DRAINAGE MANHOLE 5. Reproductions of this ma are not valid without the signature and original raised seal of a Florida Licensed THOMAS P..`KIERNAN DATE N p p 9Professional Surveyor &Mapper Surveyor_ & Mapper. _ Florida Certificate No. ,6199. 6 L d h h e re not abstracted b this office for rights—of—way1 easements of record ownership, an s s own er on we y - abandonment's deed restrictions, or Murphy Act Deeds. r 7. The last date of field work was May 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 J. As-built/Formboaed Survey, LOT 42 For: - Standard Pacific Homes File: LOT 42.DWG CULPEPPER & TERPENING, INC Date: 5/06/14 SCALE 1"=30' CO NsULTING ENGINEERS I LAND SURVEYORS 2980 SOUTH 25th STREET DRAWN, BY: GLMa .'FORT PIERCE, FLORIDA 34981 PHONE 772-464-3537 FAX 772-464-9497 www.ct-eng.com STATE OF FLORIDA CERTIFICATION No. LB 4286 10 .1 37! r-1 'I 0 N mro 1 rn .r z J a I— O J CL N H O / N d" O .J C •L C cn Vl W V a) .N dl C N 7 N In L Qi i•� Y m . f I W ` 43 a O z � VACANT 0 20 40 G50 S.F. DRAINFIELD (TRENCH) FEET QUICK 4 EQ 3G INFILTRATORS 3 ROWS OF 18 CHAMBERS EACH __----------.-- / PR( ♦`✓ STO / `♦ RAIN 1 2' DRAINAGE EASEM I Mog boa gCHMARK OF DRAINAGE MANHOLE /. G.57 (NAVD 1988) - EXISTING `♦ WATER 5ERVIC j 14 / VACANT 3045 NW RADCLIFFE WAY LOT IS ON CIITY WATER THOMAS P. KIERNANI Professional Surveyor &.Mapper Florida Certificate NO,6199 R E V 1 S 1 0 N S - C&T JOB NO. 13-084 C U L P E P P E R & T E R P E N I N G I I N C CONSULTING ENGINEERS LAND' SURVEYORS ' 1 1 SAINT LUCILE COUNTY, FLORIDA �r �/ ILsOT ,42 7�7��T7� �7� 7� }�77� 7�y� 7r�7��y7� 7� 7�� ILa1L �vjlelLpJLDJlsl�yD S �L/ILyILy1t P'ISIO1�Y SHEET NO. DATE BY DESCRIPTION DATE BY DESCRIPTION )CALE: 1 = 40• DRAWN BY DF 2-25-14 PROJECT NAME 2MSOUTH25eh STREET • FORTFEMaE.FWE]DA34983 SOT 42 RIVER PHONE 77246E-OFFOIDAT7AM OF4/ ZIO-� OF 4ION6I. SEPTIC C SYSTEM SITE PLAN 1 OF 1 SURVEYOSTATE RECORD iHOHAS P. KIDtNAN 7HOMAS P. ERSAUBOARDATON NO, RNc¢veeRs AlmloluznnoN No, aie6 Id N a 0 0 M i a a `v WMT-2 LAKE 0 w 0 GENERAL NOTES 1. The bearings shown hereon are referenced .to the centerline of Radcl.iffecWay 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' , MIN, SETBACK REQ, I FRONT" SIDES LOT 13 VACANT CNR SIDES O1� REAR k Z I TECH. - 114Aiy 1 , I ' ' I I. - — — = — — — — — — — — — — 1 GRAPHIC SCALE 30 0 15 30 IN FEET 1 inch a 30 R. STREET -ADDRESS 3045 NW RADCLIFFE WAY LEGAL DESCRIPTION Being all of Lot 42, according to the plat of RIVERBEND, as recorded in Plat Book 6.7, Page 36 of the Public Records of .St..Lucie„County, Florida. Contains 0.43 acres more or less: 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 DENOTES U.E. DENOTES UTILITY EASEMENT T09 TOP OF BANK P LS. 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, DENOTES NORTH AMERICAN VERTICAL DATUM YY DENOTES STREET LIGHT (NR) DENOTES NON —RADIAL R/W DENOTES RIGHT WAY DENOTES WATER VALVE LME DENOTES LAKE MAINTENANCE EASEMENT ® DENOTES WATER METER 3 y/ DENOTES DRAINAGE MANHOLE KIERNAN THOMAS DATE Professional Surveyor & Mapper Florida Certificate No, 6199 '. REVISION: REVISED PER ST. LUCIE COUNTY COMMENTS GLM 3-24-2014