Press Alt + R to read the document text or Alt + P to download or print.

No preview available

The URL can be used to link to this page

Home My WebLink AboutTruss (2)��-W APPROVED ❑ REVISE AND RESUBMD ., ,. SMWWMTFUJfP%6QYMQ, INC. SOUTHERN TRUSS . RANDY@SOUTHERNTRUSS.COM °K69PII�fIC�14eYo6Ftbd�L. 34951 0 `9t COMPANIES �8- eq tr t f � rementa of rite drawings Ifi and s�CC621Ons. 711is check is only „ v' Project Name and Address: Rs MITI tft design con o SI F¢� V`'CJ.wys general compliance with the „fo �E Single -Family � C�Mr RICIM. The subcontractor is ntsponsi a. for Lot: ` - Block: County: CO a� cOrrelatIng all quantities and d;m� Multi -Family tcx;o 1On PrO0e8ses and techniques of Truss Company: Southern Truss Companies Inc. cona6naaordm r4 sting his wont with that 4all Commercial Id Truss Engineering Program: Simpson Component Solutions te��R g' : work in a satisfy er. Plates By: Simpson Strong -Tie 20Y Contractor / Builder: �S T &-k) t J,st?zp Date (� _IMN Model: r� �' z Elevation: C_ � — t on � Li S u` pp �iI.S � _91"►fin �,'Ob�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 criteria ASCE 7-10: l'70 MPH Top chord live load: ;?.cam P.S.F. Top chord live load:�Q P.S.F. To chord dead load: 1 P.S.F. To chord dead load: P �_ P __7 P.S.F. Engineer. Stephen W. Warter Bottom chord live load:'�,V_P.S.F. Bottom chord live load:__o P.S.F. Address: 2590 N. King ' way ANNE chord dead load: �(� P.S.F. Bottom chord dead load:�P.S.F. Fort Pierce, uration factor: II -OP Duration factor: t�a0 Mean height: Exposure: *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 11). No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. 1 21 — 41 61 81 101 2 22 — 42 — 62 82 U 102 3 3 23 (=-r 43 T3 63 _� 83 4 24 ZC_ 44 64 84 2 104 5 �, 25 1-2 R 45 65 AkZ 85 1 105 6 26 46 66 86 106 7 z3q 27 — A 47 _�� 67 87 107 8 28 `— 48 68 $ 88 1 N[S 108 G q 9 29 49 2 69 89 Avk 109 _----'r 10 C 30 OEE_ 50 2 70 90 2:e? 110 11 �� 31 51 -2-Z 71 91 111 12 32 2 52 72 92 �f`_ 112 13 33 53 = Z 73 93 113 14 34ET3 54 74 94 114 B 15 G 5 35 55 1� 75 95 2 115 16 7 36 56 �.� 76 96 z 116 {5lZ 17 37 Z 57 77 ( 97 117 18 38 �� 58 78 t4VILt 98 191 kkx I t73 39 —�" 59 \E 79 1 LZ 99 20 40 60 80 6 v 10 1100 r ` ,' 1r2 , As witness by my seal, I hearby certify that.the above information Z e o is true and correct to the best of my knowledge and belief. o Name: Stephen W. Warter Lic. .54395 o • ° P o j1. Date: /9b m 0 o AS�� °••°� D R 1®�°' l��• ��oi5'°•°°°°•°° 10NAL TYPICAL DETAIL (9 CORNER ® HIP NOTE: NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.O.L.Factor=1.25) nds toe nails only have 0.83 of lateral Resistance Value. _ . 12. --OA -�® _® HIP GIRDER CORNER JACK GIRDER ALLOWABLE REACTION PER -JOINT (Z) UP TO 265# = 2-16d NAILS REQ'D. © UP TO 394# = 3-16d NAILS REQ'D. TYPICAL CORNER LAYOUT O _I m h En FASTENER CHORD HANGERS GIRDER JACK TC— — — — — — — 2-16dnails ————— J1—J3 TO HIP JACK GIRDER BC _ — _ _ — _ _ 2-16d nails — — — — — TC — — - — — — — 2-16d nails — — — — — J5 TO HIP JACK GIRDER BC _ _ _ _ _ _ _ 2-16d nails — — — — — TC— — — — — — — 3-16d nails ————— J7 TO HIP GIRDER BC _ — _ — _ _ _ 2-16d nails - — — — — TC — — — — — — — 3-16d nails — — — — — HIP JACK GIRDER (CJ7) TO HIP GIRDER BC _ _ _ _ _ _ _ 3-16d nails — — — — — SOUTHERN TRUSS COMPANIES http!//wvrwsou thernhumcom MBERLOADING (PSF) SIR. INCR: 25%Facto rz7in 20 Is - 10LTOP BOTTOM 00 10 SPACING 24 O.C. Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (800)232-0509 (772)464-4160 Fox:(772)318-0016 By: Stephen W. Warter, Structural Eng. License # 54395 2590 N. Kings Highway, Fort Pierce, FL 34951 TYPICAL DETAIL _A_ 0 CORNER �_[ < r' 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 OVER HIP GIRDER - 12 OVER A 7-0-14 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT ® UP TO 265# = 2-16d NAILS REQ'D. © UP TO 394# = 3-16d NAILS REQ'D. 1 1 CAJ\ V V v v 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 — — — — — —— 2-16dnails ————— BC _ — _ _ _ _ _ 2-16d nails — — -- — — TC — — — — — — — 3-16d nails — — — — — BC — — — — — — — 2-16d nails — — — — — HIP JACK GIRDER (CJ5) TO HIP GIRDER TC — — — — — — — 3-16d nails — — — — — BC _ _ _ _ _ _ _ 2-16d nails — — — — — SOU 1"' ERN TRUSS .COMPANIES http_//�wvfsoulherntn==.=m MINIMUM GRADE OF LUMBER LOADING (PSF) sill INCR : 257. FEC2010 T.C. 2x4 SYP z 2 o B.C. Zx4 SYP ff2 BOaTTOM 00 10 W®5 2x4 SYP No.3 SPACING 24 O.C. Fort Pierce Division 2590 N. Kings Highway, Fart Pierce, FL 34951 (800)232-0509 (772)464-4160 Fax: (772) 318-001 6 n Stephen W. Warter, Structural Eng. License # S4395 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 +/- 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. 001 MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH =1Z-0" 2x4 MINIMUM WEB SIZE SCAB BRACE \j\MINIMUM WEB GRADE OF #3 Nails � Section Detail ®1�a 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 bracinc is impractical. T-Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I -Brace webs to continuous lateral braced webs. Nailing Patterd T-Brace size Nail Size Nail Spacing 1x4 or 1x6 10d 8" D.C. 2x4 or 2x6 or 2x8 16d 8" D.C. Note: Nail along entire length of T-Brace / I -Brace (On Two-Ply's Nail to Both Plies) WE Nails Web Nails Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 U4 (*) T-Brace 1x4 (*) I -Brace 2x6 U6 (*) T-Brace 2x6 I -Brace 2x8 2x8 T-Brace 2x8 I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6 I -Brace 2x8 2x8 T-Brace 2x8 I -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-� )grace rated boards with design values that are equal to (or better) the truss web I - Brace values. For SYP truss lumber grades up to #2 with 1 X bracing material, use IND 45 for T-Brace/1-13 Nails/ For SYP truss lumber grades up to #1 with 1 X_ bracing material, use IND 55 for T-Brace/l B a L-BRACE 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) WE Web Nails Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. L-Brace must be same species grade (or better) as web member. L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 2x6 1x6 *** 2x8 2x8 *** — DIRECT SUBSTITUTION NOT APLICABLE. L-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 *** 2x6 2x6 *** 2x8 2x8 *** DIRECT SUBSTITUTION NOT APLICABLE. MINIMUM GRADE OF LUMBER Top Chord 2x4 SYP #2 SPF #1/#2 or better Bolt Chord 2x3(+) OR 2x4 SP #2N OR SPF #1/#2 or better Webs 2x4 SYP #3 or better (0) 20 MAY BE RIPPED FROM A 20, (PITCHED OR SQUARE) ATTACH EACH VALLEY TO EVERY SUPPORTING TRUSS WITH: (2) 16d BOX (0.135' x 3.5) NAILS TOE —NAILED FOR FBC 2007- ASCE 7-10 00 MPH WIND. 2 Lf_ MEAN HEIGHT, ENCLOSED BUILDING. EXP. C. RESIDENCIAL, WIND TC DL=5 PSF. Wix3 CUT FROM 2x6 OR LARGER AS REQUIRED Max x W2x w2x4 I— 8'-0" Max _ WI W1x3 '-0" Max W1x3 6'-0"Max Spacin 20'-0" Max (**) SUPPORTING TRUSSES AT 24" O.C. MAXIMUN SPACING. UNLESS SPECIFIED ON ENGINEER'S SEALED DESIGN, APPLY 1x4 "T"—BRACE, BOX LENGTH OF WEB, VALLEY WEB, SAME SPECIES AND GRADE OR BETTER, ATTACHED WITH Bd BOX (0.135"x2.5'� NAILS AT 6" OC. OR CONTINUEUS LATERAL BRACING, EQUALLY SPACE, FOR VERTICAL VALLEY WEBS GREATER THAN 7'-9". MAXIMUM VALLEY VERTICAL HEIGHT MAY NOT EXCEED 12'—D'% 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 ErY VALLEY TRUSSES USED IN LIEU OF PURLIN SPACING AS SPECIFIED ON ENGINEERS' SEALED DESIGN. (*++)NOTE BENEATHATH THE RE VALLEYLIS MEASUREDFOR ALONGTHE SLOPE OF TOP F HE TOP THE CHORD. TRUSS HORD. LARGER TGER SPANSEED 2MAD BE BUILT AS LONG AS HE VERTICAL HEIGHT DOES BOTTOM CHORD MAY BE SQUARE OR PITCHED CUT AS SHOWN. SQUARE CUT BOTTOM CHORD W20 SQUARE CUT (**)TOE NAIL VALLEY BOTTOM CHORD VALLEY OPTIONAL STUB sN�l•�'� END VERTICAL WZx4 SOUTHERN` . TRUSS Fort Pierce Division Kinle,gFL 2Fort ggiviysion P;erC34951' COMPANIES (BOO)232-0509 (772)464-4160 Fax:(772)318-0016 SI pM1 W —t.r St—U-1 E.g. L?..... 1 5.293 2390 N. NIn9. Nl9hwoY. 9.r1 Pl.n:.. FL 74991 W ce o— r-i i a---i �=—p IN Erection bracing is not the responsibility of truss designer, plate manufacturer nor truss fabricator, persons erecting trusses are cautioned to seek professional advice regarding erection bracing which is always required to prevent toppling and dominoing during erection; and permanent bracing which may be required in specific applications. See 'BCSI-81 Summary sheet Commentary and recommen- dot'lons for handling, installing & bracing metal plate connected wood trusses 01). Trusses are to be erected and fastened in fastened in a straight and plumb position where no shealing is applied directly to the top chords, they shall be braced as specified on the truss design. Trusses shoo be handle with reasonable care during , erection to prevent damage. W2x4 OPTIONAL HIP JOINT DETAIL - FRAMING Loadina TC LL 20 20 PSF TC DL 10 15 PSF BC DL 5 5 PSF BC LL 0 0 PSF TOTAL LOAD 35 40 PSF IMIRACIION FACTOR 1 1.25 1 1.25 SPACING Al Z4- U.L;. a� A i O This product is preferable to similar connectors because or a) easier installation, b) higher loads, c) lower inslalled cost; ua or a combination of these features. x4 • • • 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 LOS hangers to the highest capacity HGUS hangers. For medium load truss applications, the MU5 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 ZMAX0 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 (31/6') and 4x only, with no load reduction. See HUSC Concealed Flange illustration. Concealed flanges are not available for HGUS and HHUS. See Hanger Options, page 216, for sloped and/or skewed HHUS models. • Other sizes available; consult your Simpson Strong -Tie representative. CODES: See page 13 for Code Reference Key Chart. 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 with the Strong -Drive SD Structural -Connector screw. See page 27 for more information. Min. Dimensions Fasteners Model Heel Ga 0 Carrying Carried N;• Height W H Member Member . • SINGLE 2x SIZES LUS24 2% ; 1%, 314 1% 4-10d 2-10d LUS26 4'/ 18 19/e 4'/ 13/4 4-10d 4-10d MUS26 4"/s 18 1%6 531is 2 610d 6-10d j HUS26 4`'/,s 16 Is/, s% 3 14-16d 6-16d HGUS26 49/s 12 11K 51A 5 20-16d 8-16d LUS2B 4%, 18 1'/s 6% 13/4 6-10d 4-10d MUS28 6%,s 16 19/s 6"/,s 2 8-1Od B-10d HUS28 6,A 16 1s/s 7 3 22-16d B-16d HGUS28 69/s 12 1% 7'As 5 36-16d 12-16d LUS210 4'/+ 18 1'/,s 7"As 1'/ B-10d 4-10d HUS210 B% 16 15/s 9 3 30-16d 10-16d 1.See table on page 135 for allowable loads. I IOr e) s 1'A6 for 4X5� �10 c a rf C d LUS28 (HHUS210-2 (Truss Designer to provide fastener quantity for connecting multiple members together) Double j. Shear I 4; Nailing 1 Top View OF Allowable Loads Model UpIiIC Floor Snow Roo( Wind Uplift' No. (160) (100) (115} (125) (160) (150) LUS24 490 67D 765 825 1045 490 LUS26 1165 B65 990 1070 1355 1165 MUSZ6 1090 1295 14BO 1605 1825 1090 HUS26 1550 2720 3095 3335 3335 1550 HGUS26 1765 4360 4885 5230 5390 1765 LUS28 1165 1100 1255 1360 1725 1165 MUS28 1555 1730 1975 2140 2645 1555 HUS28 2o00 3965 4120 4220 4335 HGUS28 3015 6745 6970 7125 7275 3000 15 LUS210 1165 1340 1525 1650 u 1165 II SP Allowable Loads Roof Floor Snow (ion) (115) (1Z5) SINGLE 2x SIZES 725 830 895 940 1075 1165 1410 161D 1745 2950 3335 •3335 4725 5290 5390 1200 1365 1480 18BO 2150 233D 3790 3960 4070 6460 6705 6870 1445 1660 1795 dins 4310 4450 ilia' l rP.l- MUS28 6 s SIMPSQN 'Sfi�raigT .c c � C. C b 6 HUS21D (HUS26, HUS28, and HHUS similar) PH HGUS28-2 Double Shear Nailing Side View Do not bend tab cl. I v d d 0 F Miq HUSC Conc'�i:aled Flanges (not available for HNUS, HGUS and HUS2x) Typical HUS26 with Reduced Heel Height Dome Double Shear Nailing Side View (available on some models) U.S. Patent5,603,580 SPF(HFAIIowableLoads Code 9ndUpliftTo. r Snow Roaf Wind Ref. (160)oD) (115) (125) 1135 420 575 655' 705 895 1475 1005 740 845 915 1160 17, F6, L17 1825 940 1110 1265 1370 1570 3335 1335 2330 2650 2820 2B65 5390 1520 3750 4200 4500 4635 L17 1835 1005 940 1075 1165 1475 2645. 1335 1475 1690 1830 2275 l7,F6,L17 , 4335 1720 2905 3035 3125 3435 7275 2595 4960 5160 5290 5745 L17 2270 1005 1145 13D5 1415 1745 17, F6, 117 4930 2580 3150 3315 3d25 3815 Plated Truss Connectors t B t ? 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. W 0 2 SIMPSwg- ON£. rtronT><e These products are approved for installation with the Strong -Drive SD Structural -Connector screw. See page 27 for more information. Min. Dimensions Fasteners DF/SP Allowable Loads SPF/HF Allowable Loads Model No. Hegel Height Ga W H B Carrying Member Carried Member Uplift' (160) Floor (100) Snow (115) Roof (125) Wind Wind Uplift' (160) Floor (1D0} Snow (115) Roof (125) Wind (160) Code Ref. DOUBLE 2x SIZES LUS24-2 2'/ 18 3'/s 3'/ 2 4-16d 2-16d 440 800 1 910 985 1 1250 380 680 780 845 1070 LUS26-2 49% 18 3'/s 4% 2 4-16d 4-16d 1165 1030 1180 1280 1625 1000 880 1010 1090 1385 17, F6, L17 HHUS26-2 46/,6 14 35/6 5% 3 14-16d 6-16d 1550 2785 3155 3405 4265 1335 2390 2710 2925 3665 HGUS26-2 4M6 12 36/,6 5'/,6 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 17, L17, F23 LUS28-2 4s/16 18 3% 7 2 6-16d 4-16d 1165 1315 1500 1625 2060 1000 1125 1285 1390 1765 HHUS28-2 6s/6 14 36/16 7'/a 3 22-16d 8-16d 2000 4210 4770 5140 6440 1720 3615 4095 4415 5375 17, F6, L17. HGUS28-2 6'/,6 12 3M6 7M6 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 17, L17, F23 LUS210-2 6'/,6 18 3'% 9 2 8-16d 6-16d 1745 1830 2090 2265 2870 1500 1565 1785 1935 2455 17, F6, L17 HHUS210-2 8% 14 Vs 8% 3 30-16d 10-16d 4000 5635 6380 6880 7165 3525 4835 5270 5380 5765 HGUS210-2 89/,6 12 36/6 9Ms 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 7465 7730 7825 7825 17, L17, F23 TRIPLE 2x SIZES HGUS26-3 41M6 12 4i/16 5'/z 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 HGUS28-3 61/16 12 415/,6 7'/< 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 '6415 6415 6415 HGUS210-3 8%16 12 415/,s 9'/< 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 17, L17, F23 HGUS212-3 106/s 12 4i5/6 1D': 4 56-16d 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 HGUS214-3 12% 12 41/16 12 a 4 66-16d 22-16d 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 QUADRUPLE 2x SIZES HGUS26-4 5'/2 12 6s/16 5'/,s 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 HGUS28-4 7Ya 12 6M6 73/16 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 HGUS210-4 9'/ 12 6'/fi 93/,6 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 17, L17, F23 HGUS212-4 10% 12 6M6 10% 4 56-16d 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 HGUS214-4 12% 12 6M6 12% 4 66-16d 22-16d 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 4x SIZES LUS46 4% 18 V6 43/a 2 4-16d 4-16d 1165 1030 1180 1280 1625 1000 880 1010 1090 1385 17,F6,L17 HGUS46 4'/,s 12 3% 4MG 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 HHUS46 4% 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/ 2 6-16d 4-16d 1165 1315 1500 1625 2060 1000 1125 1285 1390 1765 HUS48 6'% 14 3s/6 7 2 6-16d 6-16d 1550 1595 1815 1960 2470 1550 1365 1555 1680 2115 17, F6, L17 HHUS48 6'/z 14 3% 7% 3 22-16d 8-16d 2000 4215 4770 5150 6440 1720 3615 4095 4415 5535 HGUS48 6'/,6 12 3M. 7'/6 4 36-16d 12-16d 3235 7460 1 7460 7460 7460 2785 6415 6415 6415 6415 17, L17, F23 LUS410 6% 18 3'/,6 8M 2 8-16d 6-16d 1745 1830 2090 2265 2870 1500 1565 1785 1935 2455 HHUS410 MA 14 3s/s 9 3 30-16d 10-16d 3745 5640 6385 6890 7165 3440 4835 5480 5910 6165 17, F61 L17 HGUS410 8%6 12 3% 9':,,, 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 17, L17, F23 HGUS412 10'/6 12 3% 10%6 4 56-16d 20-16d 5045 9600 9600 9601 9600 4335 8255 8255 8255 8255 HGUS414 11% 12 3% 12" 4 6616d 2216d 5515 1D100 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 wwith ANSI/TPI 1-2007. Simpson Strong -Tie`' Connector Selector'"" Software includes the evaluation of cross -grain tension in its hanger allovriable 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'/z 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'/i long. See page 22-23 for other nail sizes and information. - E'• .., = ._•.:SON �ngTe ED Actual Dimensions Fasteners Allowable Loads Joist Model No. Ga 1N H B Max DF/SP Species Header SPF/HF Species Header Code Size Face Joist Uplift Floor Snow Roof Floor Snow Roof Ref. (160) (100) (115) (125) (100) (115) (125) HU416/HUC416 14 3%6 13% 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 38?0 4365 4695 3330 3760 4045 19,L12,F8 3'/z x 18 HGUS412 33'6 10i;6 4 5616d 20-16d 5045 9600 9600 9600 8255 8255 8255 HGUS414 12 3% 12'/,6 4 — 66-16d 22-16d 5515 10100 10100 10100 8685 8685 8685 19, F23 HUCQ412-SDS 14 3%6 11 3 — 14-SDS'/a'x2'/z° 6-SDS'/,'x2Yz' 2510 5460 5560 5560 3930 400p 4000 HU68/HUC68 14 5'� 513/,6 2'/z Min 1016d 4 46d 900 1490 1680 1805 1280 1445 1555 5%x7'/ 5'/z 5%6 2% Max 14-16d 6-16d 1345 2085 2350 2530 1795 2025 21gp 19,L12.F6 HGUS5.50/8 12 5'/z 615/,6 4 — 3616d 1216d 3235 746D 7460 7460 6415 6415 6415 5'/z 75/6 2'/z Min 14 16d 19 HU610/HUC610 6-16d 1345 2085 2350 2530 1795 2025 2180 5'/z 7% 2'/z Max 1816d 8-16d 1795 2680 3020 3250 2305 2605 2800 19, L12, F8 9'4-9Yz HHUS5.50/10 14 5'/z 9 3 — 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 HUGQ610-SDS 5'/z 9 3 — 12-SDS'/a'x2'/z" 6-SDS''/a°x2'/z" 2520 4680 5380 5715 3370 3875 4115 HGUS5.50/10 12 5'/z 8'%6 4 19, F23 — 46-16d 16-i6d 4095 9100 9100 9100 7825 7825 7825 HU612/HUC612 5'/2 9% 2'1 Min 16-16d 6-16d 1345 2380 2685 2890 2050 2315 24 00 5% 9% 2'/z Max 22-16d 8-16d 1795 3275 3695 3970 2820 3180 3425 19, L12, F8 11Y</11Y6 HHUS5.50/10 14 5Yz 9 3 — 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 HUCQ612-SDS 5Yz 11 3 — 14-SDS'/,'x2'/z° 6-SDS Wx2'/z' 2520 5315 5315 5315 3825 3825 3825 19, F23 HGU55.50/12 12 5'/z 10'/z 4 — 56-16d 20-16d 5045 9600 960p 9600 8255 8255 8255 HU616/HUC616 5'� 12"%6 2'/z Min 2016d 8-16d 1795 2975 3360 3610 2565 2895 3110 14 5Yz 12"'/6 2'/z Max 2616d 1216d 2695 3870 4365 4695 3330 3760 4045 19. L12, F8 5'/<x14 HHUS5.50/10 5'/z 9 3 — 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 HUCQ612-SDS 5'/z 11 3 — 14-SDS'/a"x2Yz° 6-SDS Y<°x2'/z" 2520 5315 5315 5315 3825 3825 3825 HGUS5.50/14 12 5Yz 12'/z 4 — 66-16d 19, F23 22-16d 5515 10100 10100 10100 8685 8685 8685 HU616/HUC616 5'1 12"/,6 2'/z Min 2016d 8-i6d 1795 2975 3360 3610 2565 2895 3110 5'/< x 16 14 5Yz 12"/,6 2Yz Max 26-16d 12-16d 2695 3870 4365 4695 3330 3760 4045 19, L12, F8 HHUS550/10 . 5'� 9 3 — 3016d 10-16d: 3735 5635 6380 6880 4835 5480 5910 HU00612-SDS 5'/z 11 3 — 14-SDS'/a"x2Yz" 6-SDS'%°x2'/zb 2520 5315 5315 5315 3825 3825 3825 19, F23 HGUS5.50/14 12 5'/z IN — 66-16d 2216d 5515 10100 10100 10100 8685 8685 8685 HU616/HUC616 5'� 12"%6 2'/z Min 2016d 8-16d 1795 2975 3360 3610 2565 2895 3110 14 5Yz 12"/,6 2 z Max 26-16d 12-16d 2695 3870 4365 4695 3330 3760 4045 19, L12, F8 5Ya x 18 HHUS5.50/10 5'/z 9 3 — 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 HUCQ61 5'/z ' 11 3 — 14 SDS'/a'x2'/z° 6 SDS'/°x2 HG'/z° 2520 5315 5315 5315 3825 3825 3825 .19. F23 US5.50/140/14 12 5'/z 12'/z 4 — 66-16d 22-16d 5515 10100 10100 10100 8685 8685 8685 H6410-2/ 7'% 9% 1 2'% Min 14 i6d 6 i6d 1345 2085 2350 2530 1795 2025 2180 7 x HUG410-2 14 7'/e 9'/e 1 2'/z IMaxI18 i6d 816d 1795 2660 3020 3250 2305 2605 2800 19, L12, F8 9'/a - 9Yz HHUS7.25/10 7'/a 9- 3016d 10i6d 3735 5635 6380 6880 4835 5480 5910 HGUS7.25/10 112 7'/< 86/6 4 — 46-16d 16-16d 4095 9100 9100 9100 7825 7825 7825 19, F23 HU412-2/ 7Ys 11'/e 2'/z Min 16-16d 6-16d 1345 2380 2685 2890 2050 2315 2490 7 x HU0412-2 14 7Y6 11 Y. 2'/z Max 22-16d 8-16d 1795 3275 3695 3970 2820 3180 3425 19, L12, F8 11'/a -11'/6 HHUS7.25/10 7'/< 9 35/,6 — 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 HGUS7.25/12 12 7'/a 10% 4 — 56-16d 20161 5045 9600 9600 9600 8255 8255 8255 19, F23 HU414-2/ 7'/6 13% 2Yz Min 20-16d 8-160 1795 2975 3360 3610 2565 2895 3110 7 x 14 HUC414 2 14 7/ 131/ 2Y2 Max 26-16d 12-16d 2695 3870 4365 4695 3330 3760 4045 19, L12, F8 HHUS7.25/10 7'/a 9 NG — 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 HGUS7.25/14 12 7Y< 12% . 4 — 66-16d 22-16d 5515 10100 10100 10100 8685 8685 8685 19,F23 HU414-2/ 7'/a 133/e 2'/z Min 20-16d 8-16d 1795 2975 3360 3610 2565 2895 3110 7 x 16 HUC414-2 14 7y 13 / 2+/z Max 26-16d 12-16d 2695 3870 4365 4695 3330 3760 4045 19, L12, F8 HHUS7.25/10 7'/a 9 3%6 — 30 10 -16d -16d 3735 5635 6380 6880 4835 5480 5910 HGUS7.25/14 12 7'/a 12% 4 — 6616d 22-16d 5515 10100 10100 10100 8685 8685 8685 19 F23 HU414 2/ 7'/6 13'/e 2'/z Min 2016d 8-16d 1795 2975 3360 3610 2565 2895 3110 7 x 18 HUC414-2 14 7y 13'/a 2+1 Max 26-16d 12-16d 2695 3870 4365 4695 3330 3760 4045 19, L12, FS sl HHUS7.25/10 71 9 3%6 — 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 HGUS7.25/14 12 7'/< 12'/,6 4 — 66-16d 1 2216d 5515 10100 10100 101D0 8685 8685 8685 19 F23 7x14 to 30 For additional hangers see HGU/HHGU on page 107. See footnotes on page 105. _ Southern Truss Companies, Inc. Truss: J59 ~� t SOUTHERN 2590 N. kings Highway JobNarne: WS-5512-C-BR BAL EXLN TRUSS Fort Pierce, F134951 Designer: JAO Component s]utionsTM COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 14 25730 PM Truss Page: I of 1 off Version:4352[Build I Span Pitch Qty OHL OHR CANTL CANT PLYS Spacing WGT/PLY 5-9-8 5 /12 6 1-6-0 0-0-0 0-0-0 0-0-0 ._... 1 24 in 21 Is 7-38 1-6-0 5-9-8 I 5-9-8 CI 4G 0-0-0 0-0-0 5-9-8 5-9-8 Loading General CSI Summary Deflection IJ (loc) Allowed Ixad (PSO Bldg Code: FEC 201d TC: 0.93(1.2) Vert TL• Min L/486 (3-1) L/240 TCLL: 2D TPI 1-MR BC: 0.68 (}1) Vert LL• 0.04 in L / 999 (3-1) L / 360 TCDL: 0 Rcp Mir Iruc=se: Yes Web: 000(1) HarzTL, Oin 2 13CLL: 0 D.O.I.: 125 % Cnep Facto, Ka = 1.5 BCDL: 10 Plate Ofrsets(JntXY,An&.. (1:344,2-3,0) Reaction Summary IT Type BrgConbo Brg Wdth Material Rqd Jag Aldth Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Had. 1 Pin (Wall) 1 8 in Cmaete Mnmry 3.OD in 242lbs - -216 lbs-2161ts 35511s 2 H Roll (fnas) 1 1.5 in - 3.OD in 115lbs - -149 Rs 14911s - 3 H Roll (foss) 1 1.5 in .100 in 991har - -24 lb; -241hs - Material Summary Bracing Summary TC SP (ALSC&2013) #2 2x 4 TC Bracing sheathed or Pudins at 4-" Pudin ksi@t by Others. BC SP (A1SC6-2013)12 2x 4 BC Bracing Sheathed a Pwtins at 10-M Rahn dsigr by Others. Wets" Loads Summary 1) This bass has been designed fa the effects do to 10 psf bottom chord live loadpl s dead load:. 2) This toss has ban dsigned fathe effects ofwind loads in accordance with ASCE7- lOwith the fdlovingma definedinput: 170 rrph ulfinete, Expsure C, Overall &cgDirns 85 R x 60 ft, It = 24 it, Not ad tare Truss, Neither end web caasid td. DOL=1.33, CC Zone Width 6 R 3) Mnnhmn storage attic loading in amorahnce with IBC Table 1601.1 has not barn a0ied Member Forces Summary Table indoats: Merber ID, nnax CSI, nnax a;dal face, (max mng face if diffaant flan nx axial fare) TC 0520 2311s 11-2 C930 .2331ts 14-1 I 1 BC 31 Q67! -311 lbs Was ®��® oeQ 049 ZYuss-to-truss Connections Summary o%10 9 AR)-�o,g�ap©e In CamT ednss CanymgTr ss Carrying Offset AnpJe O� o ° ° ° ° ° ° o , dQ TT14 J59 C4G 7113 90 deg p��.� °°° w, �' B T7J4�::a d r59--� �a S .C4G QO®��o°°��j,T� oOOO a Om Trl4 J59 C4G 11113 90 0 i_,_TI']d t<•; ,�'ar„J59 •.'1.4,'•.c�t. e-"C7G,s;Y ]2}Il -90 d�8TT14 J59 C4G 14-2.3 90'&. Notes: o Eyj a (� 5� a L1 0 1)7his nlsign is Msedm ASCE7-l0m referencedby the 2010 Florida Building Code 2)Unlabdedplatsan:2x420l;x 3) Men this truss has been chosen for quality assurance inspection, the Plate Plaeamnt Method paTPI 1.200LA3.2 shall be used Cq= 1.17 © o R Fa,� `� � ° ea 4)BwldngDesi®nashall vc*selfwei�nt ofthe toss and other dad load materials der not a=dTCDL 0psf S) Tnss4otnss a cedm is fagraphioal intmpetafim mly A hangs motherstcnaal omnmim shall be pvridod to mist the max reaction andupliff shown in the Reaction Su Tmuy 6) Usted wind uplift mctiars based on MWFRS Only loading L �o0 00 oeeeo°O 0® oa®®® 4�s S ®®�� o®® Stephen W. Warter Stnrct- ling 0 54395 2590N. Kinip High. Ft Pierce F134951 Southern Truss Companies, Inc. Truss: J5 2590 N. kings Highway JobName: WS-5512-C-BR BALEXLN 1 SOUTHERN Fort Pierce, F134951 Designer. JAO Component Solutions+ TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 14 25730 PM Truss I off Page: of 1 Version: 4.352 n3uild 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 5-0-0 5 /12 3 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 19 IS 6-6-0 1-6-0 5-0-0 s-0-0 0-0-0 0-0-0 6.0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Itad (pat) atcode: FBC 2010' TC: G66 (1-2) Vat TL• Q07 in . L/751 (3.1) L/240 TCLL: 20 TPII-2(D7 BC: Q50(3-1) Veit LT-, OM in L/999 (3-1) L/-160 TCDL: 0 Rep Mbrinmzse: Yes Web: Q(D(1) Hove TL• Oin 2 BCLL: 0 DAL: 125 % _ Creep Factor, Kcr= 1.5 BCDL: 10 Plate Offsets Unt:XY,Ang): (1:3-14,2-3.Q) Reaction Summary JT- Type Brg Conbo Big Width Material Rqi Bg WdLh Mu React Max Gray Uplift Max Wind Uplift Max Udifl Max Hadz I Pin (Wall) 1 8in Concrete Masonry Ito in 2191ts - -2Wlb; - -zwlts 33711s 3 H Rol (rugs) 1 1.5 in - 3.00 in 851b: - -19 His -19 lbs. - 2 H Rol! (fuss) 1 1.5 in 3,00 in 99 I1s - -126 His -1261ts - Material Summary TC SP(ALSC&2013) f22 x4 BC SP (AISC&20L3) t2 2x 4 W& Bracing Summary TC Bracing Sheathed Pridins at 6-3-Q Perlin desigi by Others. BC Biacing Sheathed aPinlins at 1004 Perlin design by Others. Loads Summary ]) This bras has beam designed for the eStcs do to 10 psfbottan chord live load phis dead Inds. 2) This truss has been designed fir the effects ofwind loads in acoudance withASCE7-10 with the following isa defined inpit: 170 oph oltimtq Eprsme C, Overall Bldg Dim 85 ft x 60 & It = 24 ft, Not Ford Zone Tass, Neither and web ccrisidered. DOL= 1.33, CC Zone Width 61 3) Mmhircirstorage attic loading in accordance with IBC Table IW7.1 has not been applied Member Forces Summary TaNeindoatm: MenberID, naxcS4 roaxatdal force, (inax ccora forceifdftamt firm m,ia,dal fore) Truss -to -truss Connections Summary ID Carved Tess Ca*ngTms Canying OBset Anfde Trill 15 �CJ59 7211 45 deg :G_Trig,7-it,.s;;'313 dcg t: TM 15 G59P. 7-2.11 315 deg Notes: 1) This design is based an ASCB 7-100 efcm cod by the 2010 Fluids Building Cod-- 2) Unlabeled plats are 2z420ga. 3) When this truss has been chosen for gality assurance inspeaim, the Plate Placeren Medradp=TPI 1-2WA3.2 shall beised Cq= LI7. 4) Wh ing Designer shall verify self weight of the truss and othadad load inaterials der not o=edTCDL 0 psE 5) Tms4o-t ms emncctim is fagnphieal intoprtafim mly A bmgx or other stnxrical connection shall be provided to resist the nun motion and rplift shown in the Reaction Smnnary 6) Listed wind tplift i actims based on MW'FRS Only loading Stephen W. Warter Strut Fag fl 54395 2590N. Kings fligh. Ft. Pierce F134951 1 ' ' t, Southern Truss Companies, Inc. Truss: J3 2590N. kings Highway JobName: WS-5512-C-BR SOUTHERN Fort Pierce, F134951 Designer. JAo Component SolutionsTM TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 9/2 14 25731 PM Truss Page: of 1 I off Vemion:4.352[Build 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 3-0-0 5 /12 4 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 13 lbs f 1-6-0 3-0-0 3-0-0 0-0-0 3-0-0 I CJ59,CJ59A I 0-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Lord ((so BIdgCucb: FBC 2010' TC: 0.52(41) Vert TL, 0.01 in LI111 (3.1) L1241 TC1L: 20 TPI I-20P/ EC: Q13(SI) Vet LL. Oin Ll999 (3-1) L/360 TCDL: 0 Rep Mbrinc=se:, Ym Web: 0.0D(1) H=TU Oin 2 BCLL: 0 D.O.L. : 125 % CmTFactq Ker= 1.5 BCDL: 10 Plate Offsets (Jnt$YAngb (1:3-14,2-3,Q) Reaction Summary JT Type Rg carbo Bug Wd:h Material PAd Bug Wdh Max React Max Gov Uplift Max Wind Uplift Max Uplift Max Haft 1 Pin (Mil) 1 8in Concrete Masonry 3.00 in 165 lbs - -165 lbs -165 lbs 2601ts 3 H Rol (rnts I L5 in - 3.00 in 51 lbs - -511s -5lbs - 2 H Roll (rms) 1 15 in - 3.OD in 59 Res -0 lbs -661hs -66lb; - Material Summary TC SP (ALSC62013) Q 2 x 4 BC SP (AISC6-2013)12 2 x 4 Wets Bracing Summary TC Bracing Sheathed or Pdins at 6.34 Patin desi®u by Others. BC Racing ShcathedorPtalins at IOfiQ Porlin design by0thers. Loads Summary 1) This truss has been designed fa the eTec s die to 10 psf bottan chord live loadpl s deed Inds. 2) This buss has been designed for the effects ofwind leads in amadunce withASCE7 -10 with the following user defined inpn: 170 nph Wthmtq Expm= C, Overall BIB Dim S5 ft x 60 Q It = 24 ft, Not End Zo neTnas, Neither end web consitird DOL= 1.33, CC Zme Widh 6 % 3) Minion -storage attic loading in amn4nce with IBC Table lW7.1 has not been applied Member Forces Summary Table indeats: Menber ID, nm CSI,n=;odal fcx,(nnx axe¢ face ifdffc=t ban rrnx axial face) Truss -to -truss Connections Summary ID Caniod'ntss CanymgTnas Canymg Odle Anfde 71717 33 CJ59 4h12 45deg .Tr17,'' ,; _]3:1 j _, C759'_ 4-0-12__' "315dee. TM J3 CJ59A � 44-12 45 deg T'R01: J3 t. ._CJ59A-44-12,•- 315 deg_. Notes: 1) Thor design is basedon ASCE 7-10 as uefaancedby the 2DI0 Florida Bolding Coda 2) UnlaWed plats are 24 209L 3) Men this bras has been chosen for quality assonance inspection, the Plate Placnrent Method perTPI 1-200JA32 shall he used Cq=1.17. 4) atildngDesigner shall verify selfweight of thebuss and other dead load rceterials do not aadTCDL 0 psf 5) Tms4omas omnectim is forV*ical inteMicb6onmly A hangcror other sbuctwal connection shall be provided to mist the nnx traction anduplift sham in the Reaction Sammy 6) Listed wind uplift tractions based on MWFRS Only lending, Stephen W. Warta Sburt. Fang P 54395 2590 N. Kings High. FL Pierce FI 34951 3 _ Southern Truss Companies, Inc. Truss: J1 2590 N. kings Highway JobName: WS-5512-GBR BJEXLN = SOUTHERN TRUSS Fort Pierce, F134951 Designer. JAO Component Solutions"m COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 14 25732 Truss Page: I oft I of 1 Version:4352 P3uild 1 Span Pitch Qty OHL OHR CANTL CANT PLYS Spacing WGT/PLY 1-0-0 5 /12 4 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 8 lbs 2-6-0 1-6-0 1-0-0 12 5F- I CJ59,CJ59A I 0-0-0 0-0-0 i 1 1-0-0 -0-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed i.ad (ISO FBC 20HY TC: 040(1.2) VertM Oin L/999 I L/240 TCLL: 2(1 TPI 1-2007 BC: 009 (3-1) Vert LL: 0 in UP L/ 999 1 L 1360 TCDL: 0 Rep Ma brinease: Yes Web: 000(1) Ha. TL• Oin 3 BCLL: 0 D.0.1- : 125 % Crap Factor Ka= 1.5 BCDL: 10 Plate Offsets OntXY,Ang): (1314.2-30.) _ Reaction Summary 1T Type Brg Carbo BrgW dth Material Rqd BmlMdth _ Marz Read Max GMv Uplift Max Wind Uplift Max Uplift Max Hai. I Pin (%W ill 1 Sm Concrete Masonry 3A0M 135lbs - -181 lbs-1811hs 1591ts 3 H R°ll (Ihtss) 1 1.5 in - 3,00 in 9411s .15 is - -1511s - 2 H Roll (Cass) 1 1.5 in - 3.00 in 60 ft .19 lbs - -1911s - Material Summary TC SP (AISC6.2013) t2 2 x 4 BC SP(AISC6-2013) f2 2x 4 Wes Bracing Summary TC Bating Sheathed ear Pmiins at 6-34 Min cisign by Others. DC Baring Sheatheda Pmiins at 108Q Malin desigi by Others. Loads Summary I) This tnss has been dsigned f r the effcch do to 10 psf bo0orn chord live load plus dead load:. 2) This teas has beat designed fa the effects of wind loads in aomdanoe with ASCE7- 10 with the fdlo ving user defined inpd: 170 tiph ultinnte, Fur m= C, Overall Bldg Dins 85 ft x 60 ft, It = 24 $ Not EndZme Tess, Neltha mdwcb ccnsihaed DOL= 1.33, CC Zone WSdh 6 ft. 3) M nimm staar. attic loading in accordance with. MC Table 1607.1 has not been applied Member Forces Summary Table indicates: Menbm 11), tmx CS4 n= todal faM (= ampc fore if liffae t ftnt ax a)dal fare) Truss -to -truss Connections Summary ID CaniedTnss CanyingTass Carrying Offset Anfde TT16 Jl 059 _ 1-&13 - 45 rig TT16 Jl - , 059 Tr19 31 CJ59A Ib13 45 deg CJ59A`{. IS13. 315 deg. Notes: 1) This c sign is based on ASCE 7.10 as refemoedby the 2010 Florida E dlding Code 2) Unlabeled plats are 2x4 20g. 3) When this ntss has been chosen fa gnlity assaance inspection, the Plate Placarrnt Method paTPI 1-200LA3.2 shall be used Cq-1.17. 4) Wicling Dsignershall verify selfweidtt of the buss and other dad lead t atetials do not o=cdTCDL 0 psf 5) Tms4oass omnarim is fa@aphical intopclatim mly A hangeraothersbactu rat connection shall bepmdddto resist thetnax reaction anduplift shovn in the Ramon Stannoy 6) Listed wind ulplift motions based an MWFRS Only lading IMMCE•AcopyoftB&si ftlbefiwffiedlotheerecl'nncmtmcim The set fwthbythe BultiagDesamer. Amalmlh'sdmwnghdeatesacceptanec ofp the Bwtlhg1ksgner,perATSV 1-2007 Chapter2'WARNWG-Ttnrssmq Stephen W. Warter Stntct. Fng N 54395 2590N. King; Ng L Ft. Pierce Fl W1 Chapler3. ABconneclorphtsdra8 hemanulhetwedbySinj n&ong-Tie Cowpany,7acbaccoNancewihESR-2762.A1eo®ectorphtsare?OBage,wrksl6especdsdphte sizeWr—dbya"-18"whchb&alsan 18gage pate. Southern Truss Companies, Inc. Truss: CJ59 a r ` ` b • SOUTHERN 2590 N. kings Highway JobName: WS-5512-C-BR BAL EXLN TRUSS Fort Pierce F134951 Designer JAO Component Solutions'IM Date: 4/9/2014 25733 PM Truss COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Page: I of2 Version: 4352 17d 1 Span Pitch Qty OHL OBR CANT L CANT R PLYS Spacing WGT/PLY 8-0-12 3.535 /12 1 2-1-7 0-0-0 0-0-0 0-0-0 1 12 in 36lbs 10-2-4 2-1-7 4-0-9 4-0-3 . I 4-0-9 B-0-12 3 12 3.53 3x4 / 2 T of N 07 V7 r- 0 3x4 - } 1 BxxA 5 4 2x4 1 2x4 ) J1 J3 JS C4G 0-0-0 0-0-0 4-0-9 4-0-3 4-0-9 B-0-12 Loading General CSI Summary Deflection Ll (loc) Allowed CamedLoads(psl) BIdsCode: FBC 2010' TC: Q52(2-3) Vert TL 603 in L/999 (45) L/240 TOLL; 20 TPI I-21D7 BC: Q54(5-1) Vert LL• Got in L/999 (46) L/360 TCDL: 0 Rep Mbrincrease: No Web: 0.37 qA H=M QOl in 3 BCLL: 0 D.O.L : I25 % Creep Facto, Ka= 1.5 BCDL: 10 Plate Offsets Ont:)LYAngt (1:542-2Q) (2.1-123-Zl&) (4:64.Wfi-) (M-149Q) Reaction Summary 3T Tvoe ag conbo Bnz W(kh Matmial Bud ELg Wldh Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Haiz 4 H Roll (lhss) 1 1.5 in - 3.00 in 3S8 Its --1651ts -165 Its - 3 H Rai (Foss) 1 1.5 in - 3.00 in 18811a; - -256lbs -2561ts - I Pin (Wall) 1 1Q563in Concrete Masonry Unlatam 3Wlbs - -219 lbs-21911s 16811s Material Summary Bracing Summary TC SP (ALSC6-2013) SS 2 x 4 TC 13mcing Sheathed or Ptalins at 6.3Q Pu din dsilp by Others. BC SP (ALSC6.2013) Q 2 x 4 BC Bracing Sheathed or Pudins at 544X Pulin dsip by Others. Nees SP (ALSC6-2012) p3 2 x 4 Loads Summary 1) This toss has been designed for the effects due to 10 psf baffan drool live load Plus dead Inds. 2) Standard Loads at Tosses Carved by this Girder. TC Liae = 20 paCTC Dead = 0 pfQ BC liae = 0 psQ BC Dead = 10 psL 3) This buss has been cksigted for the eBoYs ofwind leads in accordance with ASCE7-10 with the folhrving user defined inpc IMnphtdtimtq Fagnsure C,Overall Blct Dins85 It x 60 8, h = 24 it Not Fhd Zone 7hss, Neither end web mnsidocd DOL= 1.33, CC Zme Widh 6 R 4) Minimmt stmEp attic loading in accordance with IBC 7lble 1607.1 has not been applied Load Case Irl: Std Live IDad '� Point L.cads Marber Location Direction Load Tdbvadb 0®® BB© Ty, Chd ]b13 Up 8lts ® 9®®g cot Chd I-613 Up 1711s ®0®e�, d 00 Ttp Chd 15.13 Up 811a ®© �v o 000oO' O But Chd 1.&13 Up 171b; OO or�C w 00 Tcp Chd 44-12 Dam 41 lbs ®0 o°�O S E °o O Bat Chd 44-12 Down 4Its O Tcp Chd 44-12 Dam 4111s Ba Chd 44-12 Dam 4 Bs lb TOP Chd 7-2-11 Down ui V 79 Bs d o p� But Chd 7-2-11 Dam 12 lbs ea TOP Chd 7-2-11 Dtxm 79 Bs o Bat Chd 7.2-11 Dam 12 lbs m o v v Off( e o © m c' ao 4D e 0 O 4 ®® .......... -NMICE•Acpofth'&*hallef=hedtothemctbncameto.7bede*ffhsudkil.talt—boxdwdemcrierhandequhmcros&WkdbytheTlbnufacl=rnad=&:supnthenaccmcyoanudcmnphteellhefon Stephen W Wart stfonhbytbeBuMbgDsgner.A=Imth'sdrabgbdcatesacccptneofpofe�alengbeerugmsonsbSymhyfmthetseomporcdc*nsbmmTesiab5yaaduacofth'scompnemfmanypnbubrdlfgdeslsohfi£Sbuct. Eng 154395 er thBulhglkgVxr,NrAbp1.2007 Chaper.•WARNM-Tsmqiepmperhandfiogmetbnmsmbt andhmcbg. Refertothe htes cdibnoMCSI(Buhib9Cmp0aeA SfctyWmmatbphtypdcedbylPlandSBCA)fm nga1btbnmhdndmpmtmsfiyhf—.1bnmbligtotbemiecamtbnpoen lntbeab—fT=ioi9ahtbnaWtmpomrymmht/hmchgspeeirutbmbyotbmthc h9amtbn(lhgi¢alhtbnio):—es)andiempry 25MN. King; High. FL Pi—FI 34951 mSmht(bra<hgufthe in—ssha➢be bacwrda—1bBCS1-B1andBCS1•Ba-T—sabsmquiepermanentre9mht/bmchgofcimrdsandcenahuebmembers(where bd'eated). ThWnuhgnnyWintesthebcali—fi htemlmamht.Tim medmdofn6d Itrussmembmm=idfbmebgdmlbeasspecd'edbythe BudfigD:st—p.ANSYMI,Cbapter2;fq=irebnspmmanentbmchgdesgn'smtgmif dbyotheqthsdalbeaccomphhedbyslandmdndusryhtcmlremmiitand d'egoral6racitgeletaikhamordffeavihBCS1-B3or M4372sapp!abb.•B.IICIRTANr•l7wdesimas esftib i; a factumdnamordaocew1hthsdmvebgmdthegmTiymierbspzEhdhATSVMIChaptm3.Alconnectorphtesshal bemanufactumdbySmp=Stmng-Ter Companyincnaccord=e"hP$R-27@.Alco tmpbtesam20gage,.L-.thespecddpbteseehfobwedbya"irahbhhdi a.lsanl8gagephte. Southern Truss Companies, Inc. Truss: CJ59 ,a t SOUTHERN 2590N. kings Highway JobNalne: WS-5512-C-BRBALEXLN TRUSS Fort Pierce, F134951 Designer: JAO Component Solutionsrm Date: 4/9/2014 25733 PM Truss COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax page: 2 of2 Version:4.352 P3ufld I Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 8-0-12 3.535 /12 1 2-1-7 0-0-0 0-0-0 0-0-0 1 12 in 36lbs Load Case DI: Std Dead Load Point Loads Merrba taatim Direction Lead Tdb Wdih Tcp Chd Id13 Dawn 311s Bat Chd 1.613 Dave 7ls Tap Chd 1-&13 Dam albs Bat Chd IS13 Dam 7Its Tap Chd 4412 Dam 51ts Bat Chd 44-12 Dam 25I1s Tap Chd 44-12 Dam . 25lbs Bat Chd 44-12 Dam 5 lbs Tap Chd 7-2-I1 Dam 8 Bs Bat Chd 7-2-11 Dam 42lbs Tap Chd 7-2-11 Dam 811s Bat Chd 7-241 Dam 421ts Member Forces Summary Table indicates: Matter In, nex CSI, mmc axial fax, (t az cmpr face )f dff=t Jim nox abal f=) TC 6-1 2 D -21lb, 1-2 0.358 851 lees 6655Its) 2-3 Q522 -155 is 13C 45 Q3A5 -911 lbs 5-1 Q542 -9ll lbs Wits 2-5 (1059 1821b; 124, 0.30 966lbs (-593 lbs) Truss -to -truss Connections Summary ID CamedTrtss CartyingTrss Carrying0f[sct Angle TTI6 it CJ59 IS-13 45 deg .. TT16 ; - - 31 CJ59 1-&13 315 deg 7717 J3 CJ59 44-12 45deg -... TT17... ...... .. . .73�....: � � .. �_ 059.:: - _ ..... 4-0.12 . ... . � 315 airg _• TT18 15 CJ59 7-2-11 45 deg 7T18 , ' J5 CJ59. 7-2-11 . 315 deg TTI3 CJ59 NG 5-104 45 deg Notes: 1) This design is Lased on ASCE 7-10 as mfbrenced"e 2010 Flaida Bddlding Cat 2) Unlabeled plats are De4201pL 3) When this bass has been drmen forgalityasswmrm inspection, the Plate Placerrnrt Method pa TPl 1-200LA3.2 shall be reed Cq-1.17. 4)Tnss4utmsamnectimisfagaphiclintapefatimmly A hangT arotherstnrctirral connection shall bepm4dedtoresist the n= reaction anduoili sham in the llraetim Sw-ary 5) Listed wind tplift reactions lased an MWFRS Only Imding NA V� ° ° xAS E °v • O � o V Jw o9 � O oho �0 °!� a G o � 0 0 O �� o r(9 o ll��I O O °eeo°O ,,�0°° -],M10E•Acopyoftbisdes➢rusts➢befmoibedtotbeemcfe°contractor.Thedesdmofah'sudiviivallru iW.doode*crieriamdrequiementssrpp5edbylkT=Mnufaclmeraridm&rulmthe aca�eyandcompktenessoflhenf aton Stephen W.Warter wt foah bylbe Bu➢IbgDSQmer. Asalonthisd.wigodkatosacceptamcofpmks;omiengueeriagm.T°asbStymkyfmthelmscompownt deiynsbom The ntiabRyanduse oftbscomponent formryyneularbuSTng des@nslhe mgvnsbifiyof Sint Fn 1154395 the BwN'ngDe*cr,perAr• VI71l-'_007Chapie2.-WARNM-Tr smquiep Wp hang,erecibnmslmutandbmeug.Rcrertnlhebte9 d'IonofBC51(BuStgComponc°I&ftylg—atoopntyproducedbyfPlavdSBCA)fmpmper g :a°alibnmetbcdsa°di°ponamafetyufommtonrehtngtotheenticc�mctonproceslntbeaba cofspecEko9aktunandtempomryregmottbmcogg&c£ tonsbymhmlbciaahton(=Whgisa➢timicta es)andtempomry 2590 N. Kings High. Ft. Pia°e F134951 m9mnVbmcisgoftletn s3ulbeoaccordancewlhBCS1-BIandBCSi-B2T—.].mquieper —ton9motMac'ngofchordsandcenaooebmembm(trbemodcated).Th'sdmangonybdcalesthebeatbnsfmbtemlreamot.T)rc ruethodafndid.1trusmemberrestmbWmcngsha➢beospec'd'ndbytheBudlirgD t—,MAN5VIP11,Ch pter2;TV ir.t permnnemb-iigdesgni;notq=irrdbyother;thbdalbeaccompMMbyaandmdiduaq•htemlm5 btoM dsgooalbmehgdetabuacwrdancewihBCS1-B3mBCSI-B7asapphabk.•A9'OBTANf•T &stna=® tMt=sons°ufaetumdnaceordancewihth'sdmwiLgandthegmfiycrierbspecded°AMWMICWpter3.Alcomectorpbtes9ul bemanufaclmedbySinp=Strong-TeCompany.Imoaccerda %%,ibM-276?.Alco® tmphtesare?0gage.wkmtbespecfsdpblesee'sfotwtdbia"-19"wtcbod'catmm18gagepbte. _ Southern Truss Companies, Inc. Truss: CJ59A 2590 N. kings'Highway JobName: WS-5512-C-BR BAIrEXLN " SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsThE TRUSS COMPAIMIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 2014 25734 PM Truss Page: I of2 Version:4.352 P3uild 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 8-0-12 3.535 /12 1 2-1-7 0-0-0 0-0-0 0-0-0 1 12 in 361bs 10-24 2-1-7 4-0-9 4-0-3 4-0-9 B-0-12 3 12 3.53 F- 3x4 / 2 on of N N 0 3x4 - 1 Li 6 2x4 l 2x4 \ Jt J3 JS J58 C4G 0-0-0 0-0-0 409 4-03 4-0-9 B-0-12 Loading . General CSI Summary Deflection L/ (loc) Allowed Canied Lod;(psQ BldgCode: F13C 2010' TC: 0.53(2-3) Vet TL- 0.03 in L/999 (4.5) L/240 TCLL: 20 TPI 1-2007 BC: G55(5.1) Vet Li- 0.01 in L/999 (45) L/3W TCDL: 0 Rep e Mbrinease: No Web: 0.37(2-4) HM TT-- 0.01 in 3 BCIL : 0 13.0.1- : 125 % Crap Factor; Ka= 1.5 BCDL: 10 Plate Olfets(Jnl•7(,YAng)• (1.542-R0.) (21-123-ZI6.) (4:643$16) (5.043$90.) Reaction Summary JT Type BM Congo Bbg \Mdth Material Rqd Brg Wdth Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Had. 4HRoll (Prss) 1 1.5 in - 3.WN 362 Rs - .147 Ilan -147lbs 3 H Roll (ross) 1 1.5 in - / 3.00 in . 176I1s - -262Its-262Its - - 1 Pin (Wall) 1 1Q563 in Cmtxete Masarry Unlanovn 2981bs - .21911s-2191ts 168 Its Material Summary Bracing Summary TC SP (AISC&2013) SS 2 x 4 TC Bracing Sheathed m Pmlins at 6-3-Q Rahn c sigi by Others. BC SP(ALSC6-2013)122x4 DC Btadng Sheathed a Banns at 544 Rain dsigi by Others. Webs SP(ALSC6-2012) 43 2x 4 Loads Summary 1) This Inns has been designed for the e6ogs dre to 10lsf botlan chord live load plus dad load;. 2)St. dard loads on Tosses Craned by this Ginter. TC Li3c=20 psQTC Dead =0psf; BC Lice=0p 1l BC Dead =10 ps0 - 3) This toss has been dsigred fm the cBetls of wind loads in accordance with ASCE7 - 10 with the following roc defined inp3d: 170 rrph ultimate, FW= C, Overall Blct Dins 85 ft x 60 f4 h = 24 tl, Not End Zme Tess, Neither end web mnsid=d DOL= 1.33, CC Zone Wrdh 6 R 4) Minirn rn slam attic loading in acc rdan¢with IBC Table 1607.1 has not been applied Load Case Lrl: Std Live Load Point Loads Marta Location Direction Load Tdb Wdth Tcp Chd Id13 Up 81ts Bot Chd 1-&13 Up 17 Its Top Chd 1-6.13 Up 8lbs 0 0 0 0 Bat Chd 1-& 3 Up 17lb: Top Chd 4412 Dam 41 Ilan® o 000®� C E o i7 2 D4lbs But Chd 441am Tap Chd 4412 Dam 411las 00 �i' o° ♦)� v :7 °°o But Chd 44-12 Dam 416s a yBe o �tb�9 P P Top Chd 7-2-11 Dam 761ts Tap Chd 7-2-11 Down 79 lbs �+! Hct Chd 7-2-II Dam 1211s LU 9 0 0 p» o C) . o000 , S ®®a -NOTICE-Acopyofrhk&d'pn.b.3bef-ib.dtorheemctuncmimcim. Thedesgmofibi;hdisiimltrus'sbamdonde*cdethandmquiememsmMS:dbylheT=Nlamfactmeraodmksupontheaccumcyandcompbie softheafonnatbn Stephen W. Warter xtfWhbythe DuMiigDasipxr.Axalonth'sdmdngi,&alesacceptanceofpmfcmbwlecgbeerhgmspon*Nymkyforlbet=compomnide*dmm l'ne kab&yandmofth'scompo nlfor=Yfs+neuhrb.Mhgde.�p'sthcmVnsbMtyof StrucLEngft5395 the B°dfbgIlsp ret,perAt�l I-W7Chapter_."WARNM-T—° mquiepmperhindfiag.emetbmmamhlandbmchg.RarertothebtesedihnorBCSI(Bm11n'gCompownl S3fetyluformathnpht)y oucedbyTPIand6BCA)for{upper h9ahrlbnmethodsand'mponammfelybformatbnmhthgiothemliecong=tbnp=cminibeabwweofVec'tfchaalbtbnandlempormyemht/bmcbgspecdembnsbyotb=lhebsa6tbn( id6gidaAtuntoLrames)andtcmp=ry 2590N. King; High. FL Pierce F134951 m9mbl/bmchgoflheit sbalbehaceonlancewihBCSI-Bla°d BCSI-B'' T—sah3mqd.r.-anentm5mbt/braehgofebordsandcenabucbmembem(nbemhd'nestedTt,bdmwbgonlyiAiFalesthebcalbasforhtemlrasmht.7M metlrodofhdrvaualbusmemberrestrabt/bmchgshattxasspecrcdbyt6e Buili4gAsigrcrperANSVfP11,Ctupter2; rspmd lrnspermanentlrmcbgdesgninotstmiredb)othets,thaslmGbeoccomp6fiedby9nndardndtmn hteralreslmbt and d'egmlbmchgdetaNhamrd=cwthBCSb63orBCSI-B7asapphabL•.-94M7ANr-Thi;de*a,mmestheir ismamfactmednaccordaaceuihftdmwhgaadtbegwflycrierhsrecdcdnANS[rM1Charyer3.Alcorucctorpbtes�.3A bemanufhctmdbygmpmnSimog-TcCompmylnchaccordance33ihESR-276-1.AEcooneclmpblesam20gage,tu*ztbegec�dpbteske ;fobuedbya"-Ig"whbhb&llesm ISgagephic. Southern Truss Companies, Inc. Truss: CJ59A SOUTHERN 2590 N. kings Highway JobNarne: WS-5512-C-BR BAL,EXLN TRUSS Fort Pierce, F134951 Designer. JAO Component SolutionsTM COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 2014 25734 PM Truss Page: 2 2 of2 Version:4.352[Build 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 8-0-12 3.535 /12 1 2-1-7 0-0-0 0-0-0 0-0-0 1 12 in 361bs Load Case D 1: Std Dead Load Point Lords Metrbur Location Direction Lmd Ttib lildth Top Chd 1-6-13 Dom 31ts Bot Chd 1-2 Do 71ts Tap Chd IS13 Dam 31bs Bd Chd 1-&13 Dam 71bs Top Chd - 4412 Dam 5lbs Bat Chd 4412 Dam 25lbs Top Chd 4412 Dam 511s Bet Chd 4 -:2 Dam • 251ts , Bat Chd 7-2-1 Dam 381ts TcpChd 7-2-11 De slbs Hat Chd 7-2-11 Down 4211:6 Member Forces Summary Table indiom: Me ter W, men CSI, ttco a dal fore; (n—oapc face if dBumt fiorn anx a'dal (ace) IC- 6-1 Q7f0 -20 lbs 1-2 Q361 8%lbs (-6551hs1 2-3 0.531-15711s 13C 45 0.. -916 lbs 5-1 0.554-916lbs Wets 2-5 0.071 186 lbs 2.4 0.371 971 lbs (-5861bs) ' Truss -to -truss Connections Summary ID CanfedTms CatryingTnss CanyingOtisei Angle Trl9 11 CJ59A _ _ _ 1-613 45 deg - „' Tr19 _ . Jl CJ59A.. 15.13 315 deg TT70 J3 CJ59A 4412 45 deg TIM' - J3. CJ59A 44-12 315 deg TMI _ J513 CJ59A 7-2-11 _ 45 deg TM J5 - C359A 7-2-11 315 deg TT15 CJ59A C4G 17-5-12 135 deg Notts: 1) This dmiplr is lased no ASCE 7-10 as 66, ced Mthe 2010 Florida WIding code 2) Unlabeled plates are Du420gb 3) Wnm this hiss has been chosen for tiality asswance inspection, the Plate Plam tMethod perTPI I-200JA3.2 shall he used Cq-1.17. 4)Tms-to4nss emnedim is fbrV*ical intepeta6m mly A hangers txhastnriwal connection shall be pnxid od to mist the r mmelion anduplift shorn in the Reaction Stamnry 5) Listed wind tplift reactions based at MWFRS Only loading 4��ggB BBB 8© ®o °OSE 15 Ul m ° o m °o ° R o � \� o 46 ej S 10 T'OnCE•Acopyorthisdes dolbefiwniikdtoihccmcibnconimclor. ThedesgnorrosndiM=lt=sWmdmde*cAersandmquiemmtsgWT dbytbeT} nWhelmrandMIcSgonmeam mcyandcompble°essofI slim Stephen W Waiter 21 ronhbylhe BuuldhgD!*er.A=Im1Mdmwhg sd'catesacceptnnce ofpmfessumlengheemgmgiosbilymhly forlhelrus;component dcy'p shove. The sdabbyand=ofth'seomponenl forarypencuhrbu)Jsgdestmstheresponsbii, StnH.aH54395 the Bt Ysglksigner.r-AMVrP11-2007 Chapter2. •WABNM-Tn asmquiepmperhatulfng.emctb4resmht andbmcing. Refertothe Inca edionofBCS1(ButdhgComponenl Satctylafbtmatbn)slyprodmtdbyTPlaMSBCA) Ibrpmper g ssamlbnmethodvandmpwlant.afetysformatimrehlhgtotMemieco amctbnpraess lntffiabs:xeofspecife rt9aQ♦IunaMlempomryre.9mutAaachgsfec'dcatimsbyotharthe ngaQtliro(°cldsghaamtimlobmnces)aMtempomry 2590 N. King; High. Ft Pierce F134951 msmht/bmcbgofibetrusssshalbeuaecordncetvihBCSI-BIandBCSI-B2.Tn salarequiepermanentmgmin/bmesgofchordsandeenascebmembers(niterei,iated).7Lsdmwhgonyhd'eatesthebcati,.fmbtemlrcamst.lhe methodofndsamltrusmembmre°mht/bmchgsfiagbeasspecdedbj••the Bv3iigAsgrerpaANSV1'Fl1,Chapter2; d7ecrn busspemmrKntbmchgdesgnsrmt spec'fedbyoNerst6'ss1a16caccomp%ddt•-swdmdiduiq•hteml.e htmd r dhgmmlbracsgdetaBsbaccordncewihBCSl.B3wBCS1-B7asappfeabb.•A90ItTANi•Th'adsl9as csthei=smanufactmed'naccordn=%vibih'sdmwbgandtbequ btycriemspec'ded!aA15V[Pll Chapler3.Aacon tmphtesa.1 C•V bemanufaclmedbySmpmnStnmg-T C°mpany,lacuaccordaneettfhPSR-2762.Alconneclorphlesam20gage,unbsthegxcircdpbtes¢e'aforo dbya"-1g"wbchhd'eatesanlggagepble. _ Southern Truss Companies, Inc. Truss: J5B 2590 N. kings Highway JobName: WS-5512-C-BR-BAIrEXLN SOUTHERN TRUSS Fort Pierce, F134951 Designer JAO Component SolutionsT"t COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 14 25735 PM I l Truss Page: off of Version:4.35.2 [Build 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 4-042 5/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 131bs 4-0-12 4-0-12 4.0-12 2 3 CJ59A 0-0-0 0-0-0 4-0-12 4-0-12 Loading General CSI Summary Deflection L/ (loc) Allowed God (pat) BI(hCate: FBC 2010' TC: a70(1-2) VaIm 0.02 in L/999 (34) L11240 TCIL: 2) TPI I-2007 BC: a18(34) Vert LL• Oin L1999 3 L/360 TCDL: 0 Rep Mbrinerrase: Y. Web: 0.16(1d) Herz TL• 0.05 in 2 BCIL: 0 D.O.L : 125 % Crap Faodq Ka= 1.5 BCDL: 10 Plate Offsets(1nCX,YAng)• (12-lZ4-5.9a) (4:24Z,1-79a) Reaction Summary JT Type BrgCerbo BrgWkh Material Red t3tg%Vdth Max React Max Crav Uplift Max Wind Uplift Max Uplift Max Horiz 4 Pin (Stnact) 1 1.5 M - 3.00 in 1441b; - -95 Ras -96Its 204 Ihs 3 H Roll (Toss) I 1.5 in - 3,00 in 7611s - - - 2 H Roll (rnas) 1 1.5 in 3.00 in 83 Ibs - -134 Its -134 Has - - Material Summary Bracing Summary TC SP (ALSCG2013) N2 2x 4 TC Bracing Sheathed or Purlins at 6-3-Q Pmiin dsigr by Others. BC SP (AISC6-2013) N2 2 x 4 BC Bracing Sheathed or Poulin at IM Prclin dsign by Others. Webs SP (ALSC620I3) if2 2 x 6 Loads Summary 1) This toss has been desilped f r the effects de to 10 p sfboxbm clad live lad phs dad lad;. 2) This toss has been designed for the effects of wind lads in accordance with ASCE7-10with the following user dined inppa: 170 nph dtinnlq Expame C, Overall Bled Dins 85 , ft x fA ft, h = 24 @, Not End 7me `has, Neithermdweb ansidaod DOL= 1.33 , CC Zme Widh 61 3) Minitn nt storap attic lading in acm&nce with IBC Table 1607.1 has not been applied Member Forces Summary Table indiam:McnferID. raxCSLn—axialforce, (n—cmVforce ifdffacnt6entrexaxial force) t TC 14 afflg -110l s BC 34 a]ffi 0lbs I Wds 1-4 0.155 191 Its (-86 its) Truss -to -truss Connections Summary ID Carried Tess CanyingTrss Canying Offset Angde °pq�+ ppB 7721 15B G59A 7-2-11 45 d;g 004 o•°° A ° s,\ S' E ° °a l�D 0®O Notes: 1) This design is based on ASCE 7-10 as mfc ccdby the 2010 F1ad& Wldng Cow frgnlity inspection, the Plate Placenclt Method TPI 1-200Al2 shall be used Cq= 1.17. 2) Whm this buss has been chosen asstrmue per 3) Wlding Designer shall verify selfwcightofthe bras and other dad lad ntterials do not aceedTCDL O pst m en �, o '0� 4)Tttss4o4nas connection is fie gaphial intopxetation only A hangaaotherstntlrrdl coanection shall be pmvided to resist the max ractim andt0ift sham in the Rmc im Sux my in Construction Docuanc is the ®dldng Desigter. a e 6)Tnss40-stucture connection isforV*ial interpretation only Those connections shall bear specified the aper based MWFRS Only lading o a 6)Listed wind tplift reaeims on © o4L �°�`� l- ape ®� °°°°°•° �,l��o - WICE•Acyoflhsds�msbalWR=i edlotheereclbncmimclorIbedevynoflhnndbedmllmsbawdon&*crfcrbandmquiemelsmpkdbytheTmhUnuf ctmrandmEesupMlbcaccmcyandempg�hflheeStephen WWarter etfonhbylhBu1,110"asioAwalonlh'sdmwbgbdcalesaceeplane ofpmfessinlcngbeemgaponsbLymLyfonheI=comMmnt �Swn. ne%,iabLyanduofth'scomonenl foranypnncuhrbuStairLEng d54395 the Builbg])siperr,WATSVIPI1.2007Chapia2.-WARNMC'Truz.qukpaopkrhindhtgcmciin.m9mblandbmchg.Referiolhehle9edlbnofBCSI(BudlbgComin=ISifelylarmat'onput)YpmducedbyTAam1SBCA)1.,i err it°a131'u°melhodsam7mpmantafetybformatunrehlbglotbeentiecoamtbnpmcemintheabmnceofspecdsb9alblbnandt=pumryrt4mbl/Wacbgsr,nicalimsbyolhemtMidahlim(bcltdbgb9amlrmlohmrces)andtempomry 2590 N. King; High. FL Pierce F134951 regmht/bmcbgoftheir sshalbebacconlancewihBCSI-Bland BCSI-B2.Tr sabtmquiepermamnimombt/hracbgofebordsandccnahwebmemb=(%%4imiMcaled).T'hsdmumgonybd'eaieslhebcalbrsforhteralresmitt.The methodofi&idualtrusmeonberrestmbt/bmcitgd.lbeasspecded bytheBuMilgDesgrcrperAM Wri l,Chapter2;1'sp"C.I—pemmnem bmebgdesgnsnotspec'dedb)•others,lhs.dmlbeaccompdtedbyslandmd'sdtmr),htemlrestmhtand d'ngoalbmchgdela�haccoNanceufhBCSi-B3mBCSI-B7asappfiabk.•B.II'ORTANr-T-.hdesgoammestheiru manufactmed'samorda vlhth'admuvgandlhegmhycrlem Tec'pled'nATSIrMIChapler3.A7comrcctmphte,d.D bemanufaclmedbySmp=Stmg-Ter Company.lnebaccoochereuihESR-27L'.A9comeclmpbtesam'-0gage.mtbs;lhegec'dedphic.itcsTlmedbya"-IV bob ideatesan Iggagephle. ' Southern Truss Companies, Inc. Truss: C4G 2590 N. kings Highway IobNalne: WS-5512-C-BR BALEXLN SOUTHERN Fort Pierce, F134951 Designer. 7AO Component SolutionsTht TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 25736 PM Truss Page: I of2014 2 Velsion:4.352 rBufld 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 22-4-12 5 /12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 12 in 111 ]bs 23-10-12 1-6-0 5-9-8 3-11-0 3-11.0 3-11-0 2-5.2 2-5-2 5-9-8 9-8-8 . 13-7-B 17-6-8 19-11-10 22-4-12 4x10-181 5x4 - 5x9 - 4xl D-181 2 3 4 5 12 CJ59 J59 J59 1 J59 J59 J59 J59 1CJ59A 0-0-0 0-0-0 5-9-8 3-11-0 3-11-0 3-11-0 4-10-4 5-9-8 9-8-8 13.7.8 17-6-8 22-0-12 Loading General CSI Summary Deflection L/ (loc) Allowed Canied I.mok w Blob Cox:: FBC 2010' TC: 097 (67) Vat TL' 0.38 in L / 663 (10-11) L / 240 TCLL: 20 TPl 1-2W7 BC: 059 (11-12) Vat LL 0.17 in L / 999 (10-11) L / 360 TCDL: 0 Rep Mbrinaease: No Web: 0.79(4-8) Haz TL Qil in 7 BCLL: 0 D.O.L : 125 % 1 Clecp Fachr, ka= 1.5 Reaction Summary )T Type ag Coxrbo Brg%dh Mateial Rqd Hg Wdh Max React Mate Gran Upift Max Wind Uplift Max Upift Max Horiz 1 Pin (Wall) 1 8in Concrete Masmry 3.WIn 1,49911s - -1,241 Its-1,24111s 42 lbs 7 H Roll (Stnrt) I 8 in - 3.00 in 1,574 Rs - -1,271 Its -1,271 Its Material Summary Bracing Summary TC SP (ALSC6-2013) SS 2x 4 TC Bracing SheathedorPmlins at 2-11-Q Min &sign by Others. BC SP (AISC&2013) SS 2x 4 BC Bracing Shathed orMins at 2-1-Q Pmlin (ksip by Others. W& SP (ALSC&2012) 0 2 x 4 slims SP (ALSC6.2013) #2 2 x 4 Loads Summary 1) This mss has been deigned for the e0eas doer to 10 psf broom chord live lmd plw dad loads. 2) Standmd loads an Tosses Carnal by this Girder. TC Lire = 20 p lQTC Dead = 0 psQ BC Luc = 0 psf BC Deed = 10 psC 3) This tnss has been designed for the eBorts of wind loads in acc nhna with ASCE/ - 10 with the follming user &fined inpd: 170 nph ultinnte, Expomm C, Overall Bl(t Dims 85 ft x fA tt, h - 24 fl, Not End2me Toss, Ncitha endweb oxnsi&red DOL-1.33, CC 7me Widh 6 R 4) Mminmstange attic loading in acmniance with IBC Table 1607.1 has not been applied Load Case Lr1: Std Live Load dal '1 Point Loads '� og A917i1A© Marisa Location Diretim lord Tnb lUdh �B Top Chd 5104 Dam 1571bs Q ��/'�a Bat Chd 5104 Dave 1131bs 00� ® ... 0 ° o � ' Tap Chd 7-1-13 Dam 93 lbs 24 in o ° Bat Chd 7-1-13 Davn 15 its 24 in 00�i/.e Q "S E "°o B1* Tcp Chd 9-1-13 Donor 9311s 24 in o0�°No �� o Bat Chd 9-1-13 Doxvn 15 lbs 24 in Tcp Chd 11-1-13 Davn 9311s 24 in ©� o W J�� o eo � Bat Chd 11-1-13 Dam 151Is 24 in o Top Chd 12.3-11 Dam 9311s 24 in °o m Bat Chd 12-3II Do+vn 15 lbs 24 in TOP Chd 14.2-3 Dam 9311s 24 in m a \ \ ! G a o Bat Chd 14-2-3 Dovn . 15 lbs 24 in TOP Chd 162-3 Dam 931hs 24 in o Bot Chd W2-3 Doxn 15 lbs 24 in o pr� o PFO ToPChd 17-512 Davn ISS Its ® °o Bat Chd 17-5-I2 Dam 100Ins _ 060� °o p oeee000° � �� ®g"44 C s S A®'�'� 000 -NOTICE•AcopyofthB&*sh3Bbefiuncbedtotheereabncontmctm. Tbedesynofth'si qlb aurasi;bi.donde*.,iemandmquiementsmMEadbylbeT=Mnafactmerandmh:s°p°ntheaccmacyandco pklenesonbchformalbn Stephen W. Warter wtfonbbythe BwUhgDesjgmA=Imlh'sdmwhgh&atesaecepamcoftwfesmomiengneerbgmTonsb5ymklyforthct=compoaentdc*shown.ThemiabNyandmoftMcomponcnlforanylnncuhrb°dlbgdesgo'siherespon�deynf Stuct.Engq � the BuSfngfksgwr,perAbl51MI.2007Chapter'_'WART.7NC'Trussesreq—properhandbg.emclbn.m9mhlmdbmehg.BefertolbehtenedlbnolBCSI(Bm)i'ugCompomnl Sifelyhf ati jinlypmducedby2TTand�CA),I--mIer 7 bgahfnnmetbodsandmpmtatnmrctyhfommthnmbthgtotbemticcor&n.tb°p—,.1.lheab.—.rpeciki0OblbnandtempomryregmioVbmchgapecir tbmbyothcMtheiaabthn(mbdbgilantik kmrces)aMtemporary S90N. Kings Mgh. Ft. Pitx1x F134951 rcstmht/bmchgofthetnu¢sdhalbe haccordancewihBCSI-Bl a°dBCSI-B2. Tru¢sahtrcquiepermarrcm rcsra'ntReac'ngohlnrdsnndecnahnebmemters(uUere udtated).7-h'admarngonlyhd'eatesthe bcatunsforhtemlrcsmbt.The methodofhdirilunitrusmemberrearanVbrachgshaibe°sspxd'ndbytlrc Bmliiiglks'EmerperANSVIP11,Chapter2; 7spee'de truspennanentbrxi�g desgnsnotspecdedyother;th'ssbaEbeocrnmpdhedby4andmdnduaghtemlre4mht and dugonalbmchgdctabhacconl—%vihBCS1-B3oESI-B7asappfcabb.-Da MCTANf'1L'sdesgnas esihetrnssmmuhclured'°acconlanccwihlhadmwbgandtheqwrlycrierb TecirednAMMI l Chapler3. Alconneclprphtesd�aA .-......,..r,.,,.,.nt,,.r.e,,.°..,.,.-r:.r,,.,,._,,,,_m.-_:,a�atmewin F9i-±762.AIcnimectm°htesare'�leaee.unksst�snee'dedphtes¢e'sfobwcdbya"-1 g"whbh:d'entesnn lggagepble. ELMO Southern Truss Companies, Inc. Truss: C4G ` a r SOUTHERN 2590 N. kings Highway JobName: WS-5512-C-BR BALEXIN TRUSS Fort Pierce, F134951 Designer. JAO Component SolutionsTbd COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 4/9/2014 2:5736 PM Truss COMPANIES 2 of2 Version:4352 [Build 11 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 224-12 5 /12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 12 in 111 lbs Load Case Dl: Std Dead Load Point Loads Metber L=6- Direction 1md Trib Mth Tcp Chd 5-I0d Dam 131ts Bd Chd 5-;04 Dam 15911s Tcp Chd 7-.13 Dave 9lbs 24 in Bat Chd 7443 Down 49lbs 24 in Top Chd 9-1-13 Dam 9lts 24 in Bat Chd 9.1-13 Down 49lbs 24 in Tap Chd 11-1-13 Davn 91ts 24 in But Chd I1.1-13 Dm n ' 49 lbs 24 in Tcp Chd 12-3.11 Dam 91h; 24 in Bct Chd 12311 Dom 49lbs 24 in Tcp Chd 14-2-3 Dam 91ts 24 in - Bct Chd 14-2-3 Dam 491ts 24 in Tap Chd 16-2-3 Dam 9lbs 24 in M Chd 162-3 Dam 4911s 24 in Tcp Chd 17-5-12 Dam 811s Bat Chd 17312 Dam 1541ts Member Forces Summary Table indicates: MmberID, tax CSI, n= ardal tons, (nex cnnpc fmx if tl;fferet fmn rrez anal fora) Truss -to -truss Connections Summary ID Caned Truss Carrying Tess Canyingofrt Angle TT13 _ CJ59 C4G 5-IG4 _ _ _ 45 drg TT14 J59 ,..,... . C4G 7-143 : .90 deg TT14 J59 C4G 9-1-13 90 deg l Tr14 ...J59... .. C4G._ _ I1-1-13 90deg _ TP14 J59 C4G 12-3-1I 90 deg T754 ,:. J59 . ..- ,. C4G - -. .. ..14-2-3 ' . 90 TT14 159 C4G 16-2-3 90 d g TTIS . C159A C4G 17-5-12 135 deg ; Notes: 1) This design is based m ASCE 7-10 as mfemcei by the 2010 Flnda 130ding C'& 2) Unlabeled plates an: 2c420g. 3) Mm this toss has been chmett fir gality asswanee inspection, the Plate Placetnett MethodperTPl 1-200UA3.2 shall be used Cq= 1.17. 4) Tnas-to-stncime emnmim is fv graphical intapetation only Thoseconnections shall ben specified in the Cmstnaim Do=ents m per the BtdldngDesigur. 5) Pmvi& adxpate dainalFtop mt pmdng 6) Listed wind tpliR ractims based on MWFRS Only lading L b�®B t1®OpBB 0® ®©Bv !jA S E vv o�co�CJ� o © eb obo �O ate® ca G 9 a O ° 4 O L � e®sae®era®ae�®® -NMCE-Acopyofth'sdes ftlbefmdshedtolbeemethacwtmctor.Thedesgoonhisi,&iduat�aicbaxd°ndesgncsierhatdmquiemcrosgWL-dbytbeT=) nufactmcrandmhcsuplmlheaccumcyandcompL•rcnesonheafocmatan Stephen W.Warta selfanhbythe BuSlhg11--*r.Awalmth'sdmuvgi&alesaccepmuceofpmfembmlengacemgmVndday.mLlyforilmir Componentdc*shota TbegAabByanducnflh'seompwentforwytuncubrb.Mbg&-spn'stheresponsb8tyof SWU. Fnga54.395 IheHudlag0esq er,perAtYSTIfI'11-2007 Chapte 2.-WARNM T—s.qu:cpmperhaadf°g,creclhareamatandbracag.Be2nolhehicaedianofBCSIBullageDmm=tSiRtyhfommthnbiii ry medbyl'I7and SBCA)forpmper ia9ahthnmelhadsand 'mptmwt mfelyaformatimmbl'ngtotheenikcw.amctanpmeess lntbc ab—ofspecd'ee inaHfnn andtempomryresmat/bmcagsNc'dirati=byotberstbe ima1btho(andagieahtbntoL•mnces)andtempomry 2MN. Kings High. FL Pisa F134951 rcslmalNmfig aflbet,,, I11lbeaxaordmceudhBCSI-B1aadBCSi-B2Trtr¢satorequieper ntme mht/bmeugofchordsandcenahnebmembm(ahercadeated).Thisdmwagonlyadaaleslhebcatartfmatemlreamau.The method°fadn•iluallrusmembmrcamaWmcagsiuCbeasspecdedbythe BuOlhgiksgnerperATSUTP11,Clupter2; dspecdc tnsspennnnentM1mcag de�nsnnt speed dM•olh<rs,uh'sdwwlbeaccompLhedby9ardardidtmryhtemirevmhland ` ` dhgoaalbracagdelaisaaccordance udhBCSI-B3orBCSI-B7asapp5cabL.-DAM ANCILsdesk .—v® thet—ismanufactmedaaccordv ettdhlb'sdmwagandlhe gwTlycricra spcc'd'ednATSUI'PI 1 Chapl,r3. AleomeclorphtesslmV I I bemanufaclmedbySmp=Stmng-TitC°mpwy,ineaaccordarc uthESlt-'-762.Aleo cimpblesam20gage.wL•slhespec&dpblesiee'sibi cedbya"-1g"whchid'calesan18gagephle. TC lil aI40 -1611s 2-3 0.818 5,6971h; (d,38211s) 45 0.759 5,2i511s (-3,05911s) G7 0.973 4,7541ha (-2,796Its) 1-2 n651 40.511hs (-3.6191bs) 34 a974 7.114 11s (4,170 I1s) Sfi a902 5,5161bs (-3.2151ts) BC 7-g nssl a,ou 1� 9-u ana �4an its lyl aszs -s,5za Ire g9 0.573 fi,8571hs I1-12 a569 -7,O101ts Webs 2-12 a394 -1,3T71Is 3-I] a107 2561hs (•4211s) 49 a126 30311s (-14311s) 5-8 0.3I3 •9991ts t12 a646 1,6911bs (-94111s) 4l1 aC4I7 -1801ha 48 0.787 2,06I Its (-1,1921ts) 6-8 0.329 -1, 15916s - M Southern rlYuss Companies, Inc. Truss: C3 2590 N. kings Highway JobName: WS-5512-C-BR BAIrEXIN SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsT"a TRUSS COMPANIES (800 � (� () 232-0509 772 464-4160 772 318-0016 Fax Date: 14 25737 PM Truss off Page: I of 1 Version:4352 IBuild I Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 224-12 5 /12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 921hs 23-10-12 1-6-0 7-9-8 7-9-0 6-10-4 7-9-8 15-6-8 22-4-12 4x6-18 - 4x7 - 2 3 12 12 — 15 5F— O N cy -T 4 3x4 - 1 2x4 - { 8 7 6 5 r I 3x4 - 3x4 - 2x4 I 0-0-0 0-0.0 7-9-8 7-9-0 rr104 7-9-8 15-6-8 22-4-12 Loading General CSI Summary Deflection L/ (loc) Allowed Lead (ref) Bldg Codc: M2D10' TC: 0.64(2-3) Va1 IL' 0.24 in L/999 (7.1) L1240 TCLL: 20 TPI I-2W7 BC: 069(7-I) Val IL• OC@in L/999 p-1) L1360 TCDL: 0 Rep Mbrincreaase: Yes Web: 024(n H=TL• QO5in 4 BCIL: 0 D.O.L: 125% Creep Factor, Ka=1.5 BCDL: 10 Plate Olfscts, Ont•XY.Ang)• (I.3-14,2-3,0.) (20A3-&0) (3:1-IZ3- 0) (4:213,440(l) (5:1-1234L90) (6:041.lZa) (7.Y8,3-&0) Reaction Summary 1T Type Bg Catha Big Wdh Material Rqd Brg Wdth Max React Max Grav Uplift Max Wind Uplift Maxudift MaxHod. I Pin (Wall) I 8 in Concrete Masonry 3.W in 746Its - -M Its -M 1W lbs 69 Its - 4 H Rdl (Sir=) 1 8 in - 3.00 in 7M lb; - -602 -602Its Material Summary Bracing Summary TC SP (ALSC6.2013) SS 2 x 4 TC Bmdng ShothedaPmlins at S3q Pm1in tisi®r by Others. BC SP (ALSC6.2013) i2 2x 4 BC Bmdng ShmthdaPiulins at 4.oQ Ptdin dmigr by0dtas. Weds SP (ALSC6.2012) h3 2x 4 Slids SP (ALSC6-2013) (R 2 x 4 Loads Summary q This ben has hen d sigrd fa the eftxts cie to 10 psf bottm dyad live Imd plm dead Imds. 2)This hiss bas been dsigid for the effects ofwind loads in arm&nce with ASCE7- 10 with the fdloving rserde5nd input 170 nph ultinete, Exposure C, Overall act Dim95 ft x 6013, h — 24 0, Nat End Zane Toss, Neither mdweb crosidnd DOL-1.33, CC Zme Width 6 fL 3) Mutiman shag attic loading in acxudance with IBC Table 1607.1 has not been applied Member Forces Summary Table indicates: MenbaID, =CSLinaxa)dalface, (naxemgInez, ifdiffermtfcanrnaxatdalforce) 1 7'C 8-1 0244 23lbs 1.2 0.635 1.595lbs (-637411s) 2-3 06'6 1.611 lhs (-1.264 Rs 3d 0472 1,48311s (-1,2701ts) 0689 BC 45 0504-1,200lbs 5-7 11674 -1.2(D Its 74 -1,3481ts Weds 2-7 0.117 28811s (2T Ihs) 3-7 Q242 3131hs (-lA lfs) 35 A110 Z7011s (-S lls) B88 ©® Jo Notes: ©O QO ,ni 1) This cksign is based on ASCE 7-10 as refcaroodby the 2010 FIaida Bidldng Cam 2) When this buss has been driaen fa quality asswince inspclim, the Plate Placarrmt Method paTP11-200JA3.2 shall be wed Cq=1.17. ®O�.Q@oU°� p @` 3) Btolder ify ngDesigpshall versdfwcight of the lass and other dead loadrmlaials der not excoad 7'CDLOpsE, 4)Tnss-tcstnrhne connactim is fa gaphical intapetadm mly Those connections sball be as spozMed in the Cmstrmfim Dawmrts apa the Wldng Dsigp¢ .O q��•o°�� r�;/� 5) Provibe adegate drainag to prevent pmdng 6) listed wind uplift tractions based onMWFRS Only lording /'�c6� 0 Gon ©MJr J� °o� Quo \AOLU o G m A P,L °0 't OrICE-Acopyonh'sdespishirbefumibedlothecmctbncontmclm.'Ibedesgnonhi;iidiidualtmi;baxdondes�mcderhmdmgd mcatsmM$!dbylheTtusmanufactureruAmL-supmlheaccmcyandcompktenesoflhe'vformatfm set fonhbylhc Buddbgllesigner.Amalmlbi;dmdogbdnatesaceeptamcofpmfesmwlenginergmgvnbikyskbforibetmacomponemdesifmdmtta 11,.A.bSryaiduv:ofthscomp—lf... ypanc5fn uhrbugdesiensthemspon�5yof Stephen �711 `7 hoer strict. Fg654.t95 the B.MiagDnk.r,pcMSM I-20070.pler''_'WAP14M-T ssmquiepmperhard(og.cmetimredmhtandlmcug. RefcrtothebteaedibnofBCSI(BuffmgCompD=t Safetylnfmm3tunphl6pmducedby7PlandSBCA)fwpoper rt9ahtimmelbodsandbtponam mfetyhformatbnmhfugtotheentiecomtrtclbnpoces Nlheabzmeofgzcir iinnlhlbnandlempmarymslabt/bmebgspecircatinbyotbemthbvabtbn(held'nghgahibntoL•rances)andlempomry Hi Ft Pierce F134951 ssypN. Kin 8s &%. redmirt/bmehgofthetrasesdulbe baccodanc—ithBCSI-111 andBCSI-B2.Tnssabarequiepcma lredmitIA-cbgofcbordsmdccnauttcbmembers(,ftmhd'caled). 71i &aiagcmbid'caiesthebcalbmforhtemlredmin.The methodofirdi-dwIlrusmemberrmmhUbm igdmDbeassp.irdbytheBu.l tgDet.,paATSVrPl I,Chapter2; irT irctmspetmanentlmengd,. nhnotgp iredbyollvmthadalbeaccompkhedbysandudiduaryhtemlreambt and dbgnnalbmebgbetalsbaccordaucevvihBCSI-B3aWM.B7 asappTeabb.'QA'ORTANr'Thsdc*amimesthe trus'smanufactured'oaccordance ulbthi;dmdogxndthegmflycrierb speci'edhANiDTPI 1 C'hapler3. AlconneclapblesdvA bemanufactmedbySmp—Strong-Tb Compwy,Nc hzttonlance wihFSR-276'_.Alcomectaphlesue 20 gage.vnkslhe spe<'dedphle seebfohssedbya "-18" w6c' hhdeatesan 18gage pble. Southern Truss Companies, Inc. Truss: C2 2590 N. kings Highway JobName: WS-5512-C-BR BAL EXLN SOUTHERN Fort Pierce, F134951 Designer: JAO Component SolutionsTm TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 14 25738 PM Truss I off Page: of 1 Version:4352 [Build 1 Span Pitch Qty OBL OHR CANTL CANTR PLYS Spacing WGT/PLY 224-12 5 /12 4 1-6-0 0-0-0 0-0-0 0-0-0. 1 24 in 98IS 23-10-12 - 1-6-0 5-10-0 3-11-8 1-10-8 1-10-8 3-11-8 4-10-12 5-10-0 9-9-B 11-6-0 13-6-8 17-6-0 22-4-12 6x6-18 / 3x4 - 4x6-18 \ 3 4 5 12 12 15 5F— 2x4 \ 2x4 / 2 6 0 N � 99 dd C? 0 0 3i�tS 1 Oy 7 3x4 - 1 2x4 - n 10 9 8 3x4 - 3x4 - 3x4 - 0-0-0 0-M 7-9-13 7-8.5 6-10-9 7-9-13 15-6-3 22-4-12 Loading General CSI Summary Deflection L/ (loc) Allowed Lad (tso Bldg Code: F13C 2DId TC: 0.94(34) Vet TL. 0.28 in L/914 (9-10) L/240 TCLL: 20 TPI 1.20D7 BC: a68(10-1) Vat ll.: at in L/999 (910) L/360 TCDL: 0 Rep Mbrinaease: Yes Web: 0.24(4.10) Haz TL- 0.04 in 7 13CIL: 0 D.O.L : 125 % Ctap Factor, Ka= 1.5 BCDL: 10 Plate OMets, Qnt:),Y,Ang): (1:3.14,2.3,0.) (1&0Q31147.) (3:0.1,3-13,11.) (4:0Q3.8,0.) (5.n3$21) (6A0.3-13,47.) (7:2-13,4-8,9Q) (8,0 3$(l) Reaction Summary JT Type Big Cmbo ®K Wdth Mateial Rqd Brg%1h Max React Max Gmv Uplift Max Wind Uplift Max Uplift Max Haiz 1 Pin (Wall) 1 sin Conaete Masatry 3.00 in 755 Its - -716 IbS-71811s IW -6101Fs 10611s - 7 H Rd] (Strtaa) 1 gin - 3.00 in 745 the - -610 Material Summary Bracing Summary TC SP (ALSC6-2113) sQ 2x 4 TC Bracing Sheathed o�apt: 3S: 200W BC SP (ALSC&2013)10- 2x 4 BC Bracing Sheathed a Pmlins at 444 Pmlin design by Others. Weis SP (ALSC62012) (13 2 x 4 Slidcr SP(ALSC&2013) i2 2x 4 Loads Summary 1) This buss has been dsigned for the effects do to 10 psfhottm chord live load plus dead dos&. 2) This buss has been dsignel fir the efforts of wind loads in acc rdanawith ASCE7 -10 with thefollomng beer &fined inptd: 170 nph tdtimate, F)csme C, Ovemdl BIt Dino 85 ft x 60 ft, h = 24 ft, Not FndZme Tnss, Neither etd web txnsidxed DOL=1.33, CC Zme Width 6 ft. 3) Minimmn storage attic loading in aau&nm with IBC Table 1607.1 has not been applied Member Forces Summary Table indicates: Menb= ID, nuxCSI,maxmdalform (nnx cmprfaaifditrarnt6vnn—a-dal fir) TC 0.520 23 Os 2-3 Q913 1,SL't lbs (-1,312lbs) 4.5 Q921 I,3A Ihs (-1,1131hs) 6-7 0.622 1,501 lbs (-1,262lbs) II1-1 1-2 Q768 1,66111s (-1,4351hs) 3-4 0.944 1.4981ts (-1,72511s 56 Q814 1,41011s (-1,1921bs) ),2941be lbs 1 Lb -1.44511s 454 lts lbs) 4$1 0.647 (-2111ts) lr8 QI) ;O' (IO7 Rs) Weis 2-10 0.170 (27D lbs) 410 Q244 (-349 .°°coe,. �p0 Notes: ©®p °ODo°° 1) This cksign is tasedm ASCE 7-10as referencedby the 2010 Florida Wlding Code 9= 2) When this truss has been chosen f=ipality azstPartcc inspection, the Plate Placonett Method pa TPl 1-20�/A3.2 shall be mod C 1.17. load der TCDL 0 0��l�P-�� J Dmign=shall verify selfwdght tithe truss and other dead notesials not exceed psf 4)Tn 4ostnetmeaxtnecfi=t is fx W4ialinterpretation only Thosecatnectimssballbeasspecifiedin the Cmstnctim Do tswMthe Wading Dmign=. p3)WhEng nte to prmbased 5)Ustod cz ` \ gAidainag and nMWFR 6) listed windtglift reactions hazed on MWFRS Only loadingLU o 5� o ° I ®��0 % ��S vS ®gqW 'tgOfICE'Aeopy oClhbdesgmshagbe fumibedmtheercabnwmmctm.TI des4mofthi;i,6ihaltms'sbaxd°ndesynerieruandmquiematswppledbytbeTm NknofactmerandrcksoponlbcaccmacyandcompEtecesonheuC afun a:t fodbbythe BuBf glksgoer.Asalwthisdmmugia&atesacceptaneeofpmfczbmlengmcrhgmsponsbSrymi:y Corthetrusc=Mnenlde, mdk n.TbemiobStyandmofftcompooenlfmanylnrlcuhrbuM gdesgnbtherespoaidryof Stephen �7� Wormer SWa. Fngk 54395 I.BubfngD:*=r,perAbb=1-2007(Lapte2-WNtNW -T7 smquhpM=hindbag•=Iio%msmutandbmcug.Referlothebte9 dibnolBCS7(BmilhgCo I.—ISifetybformalhnphtypoducedbyfPlandSOCA)fmpoper itaamtunmetbodsand'mpmammfctyhfmmatbnmbthgtotheentieco emcthnpoeemintbeabmmeofsptc"amtuoandtempomryrc4mhttb chggxcif=timsbymbm[hchvamtim(hcWhgiaaml'oniok rccs)attdtempomry 2590N. kings Mgb. FL Pie:e Fl 34951 rc9mhl/b'chgofthetrt dwlbehaccord=c%ttbBCSI-BlandBM-B2.Tr s;esabomquiep==m=gmhtlbmc'ngofchordsandcedabstebmembem(utrmud'eated).This&miigo*in&ateslhebmlbmforhlemtresmhLThe dby°rtycrksdulcir.damNSErm)•aandaeri.Ale tct.pmh,hnI onetlrodb.,i.gdul.ki3acordn %%thUbmchgsl BCSI-7ae.pdbytheBuSfng TANrerperdF*.P11,Chapler2;Sm=ftlmdimanerd=e4des€n'wiagecd dugom]brdchgdetadsuaccordincettfhBC9-B3mBC51-B7asappkabh'B.4'QRT/Nt'1-hsdes�asarmeslhelruss'smanufaclu2dnaccomance svihth'sdmuvgandthegwfiycderu specdcduATSVI771 CLapler3. Alcomeclorp6tesslul bcmanufact:,dbySmpwn&=&-Ti Compmy,lachattomancewihF3t-2761_.Alco clmpbtesme20gage,unkstMg=ifi-dphtegmi;foRmtdbya"-18"ubbhidualesan18gagephle. _ Southern Truss Companies, Inc. Truss: C1 2590 N. kings Highway JobName: WS-5512-C-BR BAL•EXIN ` SOUTHERN Fort Pierce, F134951 Designer: JAO Component SolutionsTbp COM ANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 14 25739 PM Tnlss 1 0fl Pages 1 of 1 Version:4.35.2 u17d 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 22-4-12 5 /12 4 1-6-0, 0-0-0 0-0-0 0-0-0 1 24 in 98 lbs 23-10-12 1-6-0 5-10-0 5-10-0 5-10-0 4-10-12 5-10-0 11-8.0 17-6-0 22-4-12 4x6 - 3 12 12 �6 5i- 2x4 \ 2x4 / 2 m 4 N� N N 33zzdd m OI c 5 i d 3x4 - 1 2x4 - 9 7 6 B 3x4 - 3x4 - 3x4 - 0-0-0 0-0-0 7-9-13 7-6-5 6-10-9 7-9-13 15-6-3 22-4-12 Loading General CSI Summary Deflection L/ (Ioc) Allowed Lmd ()so Bltg Cod.: F13C 2010' TC: 0.48 (b3) Vet TL• 0.19 in L/ 999 7 L/ 240 TC1L: Ill TPI I-20W BC: 0.69(9-I) Vat I.L. 0.07 in L/999 7 L/360 TCDL: 0 Rep Mbr Increase: Yes Web: 0.34(3.8) Had TL• 0.01 in 5 BCLL: 0 D.O.L : 125 % Creep Faaa, Ka= 1.5 BCDL: 10 Plate Offsets(Jnt:XYAng)' (1.3-14,2-14) 2043-13,471 (3.043-110.) Koo3-13,47.) (5:2-13,45,90) (6:0040.) f7:0a1-124) (U—(13$03 Reaction Summary Jr Type Brg Canbo Bgmith Ntateial FAd BdgWldth Max P=t Max Cm Uplift Max WindUplift Max Udi@ Max Haiz 1 Pin (Wall) 1 8 in Cmarie Masatry 3.00m 791 lbs --7181bs -718Its 6101ts 122 lbs - 5 H Rdl (Shut) 1 8 in - 3.00 in 785 lbs - -610lbs Material Summary Bracing Summary TC SP (ALSC62013) SS 2 x 4 TC Bracing Sheathed a Aalins at 54)(1. Pmlin dsiW by Others. BC SP (ALSC62013)12 2x 4 BC Bracing Sheathed aPie ins at 4-10-Q Pudin dsign by Others. Webs SP (AiSC6-2012) N3 2 x 4 Slider SP(A-MC6-201J)12 2x 4 Loads Summary 1) This teas has beat dsi@ted fm the effects do to 10 psf bottan shad live Iced plm dad Imds. 2) This tnas has been, dsignel fm the effects cfwind load; in ac—dance with ASCE7- 10 with the fdloving mer defined inpd: 170 nph tdtittnte, Expmtpe C, Ovvall Bldg Dins 85 ft x 60 ft, It — 24 ft, Not End Zme Trms, Neither and web consihr� DOL= 1.33 , CC Zme Width 6 ft. 3) Minimmt staage attic loading in accordance with IBC Table lW7.1 has not been applied Member Forces Summary Table indicates: Merriber ID, rrnx CS4 nax axial face, (max mnpc face ifdffaent fiorn mx axial face) TC 9-1. a244 2311s 2-3 a477 1,4171ts (-I 4121hs) 4-5 a295 1,49411s (-1,377 Rs) 1-2 G404 1,58511s (-4572lbs 3-40.472 1.3571bs (-L2811Is) BC 56 a534 1,211 lbs (-1,20011s 6.8 0.630 MIts -768 lbs 8-1 a689 I,4091bs (-1.367lbst �Q�� ®© BB Wets 2-8 Q205 536 lbs,(-319 lbs) 3-8 43-''6 531 lbs (AM lbs) 3-6Q225 345 Its (-270lls) 4-60.160 418 Its (-I921ts) Notes: ©Q0� WAR �0 °oe0000°ooi� 00 dsigi is based ASCE 7-10 as refermtxd by the 2010 F1ai&Hrilding Code 1)This on 2) Men this toss has been chosen fir assurance inspectim, the Plate Placarrnt Methodpa TP11-2007/A3.2 shall be teed Cq=Ll7. ° galiry 3) 13dldng Designer shall verify sdfweignt ofthe tms and aha dad load rmma terials do not aed TCDL 0 psC O cS.o �� J °° 0 4) Tnss-tocmnaxim is fa graphical interpretation only Those cannoerims shall be as specified in the Cmshuctim Dc==ts apex the Hdlding Designer. loading Q o 5) listed wind uplift roat2ims based m MWFRS Only © m e O 0 0 v ° m pC 4J � FeL,0 S ov, o®® Thedes�monhsidiimltu b3wdmdegcrierbmdrequimmtswMkdbytheTWnufacimrmdmksupmikaccmeyandcStephen W Walter mhgdshreayof ShrL Fnga 59395 xlfonh bylheBuddngAser.Axalothadmnvgbctesacceplanee ofprofs;omlengceemgmsponsbhywl:Voribe tmponeal dedv%%v. The sdab&yard=oflncmp=vtoarrypnbuhrbu -¢N9OalmnCi mE-mAecfoWMdSofth&o.%odnibeefmiitxdtotbccmctbncontmeto. forpope'r 11xBdledinCmSfllfmaluninymued=raancdSeCA) � aMipnamsftyi fr—.lb°mbtbgtolhemicautimp mintbeabmmcofgxcikhgalhtimandtmpomrymtmbt/bracbgspectlbatiombyotbmthea9amtbn(bcldbgiaamtb uyO N. Kin Hgb•FC Pierce FI W951 rain(bracngofthetnaasdmlbehoccmdmeaihB(SI-BlandBCSI-B2.Tr sabomquiepermamnirein'nVbraebgofcbordsandeedalasbmembms(abmbd'raled).Thsdmw"vgonybd'eatesthe Icatbwfmhlemlr mbl.TM m (- methodofnd'n•itmslt—.; .berr .ii/bmcitgd lbensapecTedbythe Budlitgl *.,p.ATl IrMI,Chapter2;irspecrcl p,s manenibmcin destn'nrmtTedf.dbyo0rcr ftdolbeaccompUndbygarAudindimrybterAme btand I dbpomlb.a i,gdetatba,c.dancewihl3CSl-B3o BCSI-B7asappkabh.•BAMVNT'TUde*am csthet=saa mufactuxd'naccordn etvihtbsdmmbgmdthequahycrfem VcifedioATSYM1Chaper3.Meonnectwpbtesdral � )8gageplale. be mamJactmedbySinp=Stmng-TeCamrauy.lw itaccordame%%ihM-276-I.Alc=ectorpbtesax 20gage.unhathe s(xe'dedpble s¢e sfobmdbya•'-18"ubbhbdeatesan Southern Truss Companies, Inc. Truss: C5 h : 2590 N. kings Highway JobNalne: WS-5512-C-BR BAL-EXIN SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsTm TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax 1/of014 25739 PM Truss page: Version:4352[Build I Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 10-5-8 4 996/12 1 0-3-0 0-0-0 0-0-0 0-0-0 1 24 in 48Ibs 10-6-6 4�P 44_14 1 6-0-10 44-14 10-e-6 52i41 4 6x4 - 0-0-0 0-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Land (Ps1) BIB Cod:: FBC 2010' TC: 0.79 (2-3) Vert TL' Q46 in L / 247 (34) L / 240 TCIL: 20 7PII-2007 BC: 0.40(3-4) Vat I.L' Q04 in L/999 (3-4) Ll360 TCDL: 0 _ Rep Mbr In crease: Yes Wcb: 0.25(21 Ho¢TL' Oin 3 BCLL: 0 DAL : 125 % Crap Factor, Ka= 1.5 BCDL: 10 Plate Offsets Unt•XY.Anp): (W-IZ4-8.90) (2*&QVR33) (3:2-114490) KA21-8.0.) Reaction Summary JT 7)4e Big CaTbD Big Nldh Material Rod Brg Wdth Max React Max Gray Uplift Max Wind Uplift Max Uolifi Ibs Max Horiz 68 Ihs 4 Pin (Stnr2) 1 5.5 in - 1 W in 39011s - _761 _36111s 3 H Roll (SULct) 1 5.5 in - 100 in 344lbs - .214 l s-214lbs - Material Summary Bracing Summary TC SP (AISC6-2013) Q 2x 4 TC Bracing Sheathed or Pudins at 4-3{t Pselin design by Others. BC SP (AISC6-2013) SS 2x 4 DC Bracing Sheathed aPudins at 10-0DA Pudin dsigs by Others. Webs SP (ALSC6-2012) 63 2x 4 Slider SP(ALSC6-2013)R22x4 Loads Summary 1) This toss has been designed for the efforts cite to 101sf botto n chord live load plus dead bads. 2) ibis toss has been designed for die effects ofwind load: in accordance with ASCE7- 10 with the following user defined inpd: 170 nph ultimate, Bqp = C, Overall Bldg Dins 85 R x 60 It, h = 24 R, Not End Zane Tms, Neither end web considered DOL= 1.33, CC True Width 6 8 3) Minirtaan staage attic leading in aomdance with IBC Table 107.1 has not been applied Member Forces Summary Table indicates: Maata ID, =CSL i ax a:dal form (m, o opr face ifdi5amt fiom max a;dal fora) ( L•�\\N_ TC Ell -6lhs 1-2 0.565 40lbs 2-3 0.710 -M lbs �, .2 BC 3-0 Q396 265lbs (460lbs) Wes 14 Q103 269 Its (-Si lh;) 24 0.247 647lbs (-3661bs) 3. B®® Notes:Vlv�3� ,�p 1oae� B®a0 BBBB 1) This design is based on ASCE 7-10 as referenced by the 2010 Florida Wading Coda 2) When this tnss has been chosen for cisdity ass — inspection, the Plate Plamrrnt Method 1-20Qn/A:2 shall �e used Cq=1.17. o0o°°0000°�. C .{._ ° �.7 °O° pm 3) BwldngDesiper shall verify selfweight critic toss and other dad load traterials der not excccdTCDL 0 psf ®O �! o ° �© a pa the Wiling Designer.n�1b 4)Tnss-to-shuuwe emnxtion is fagraphical interpretation only These connections shall be as specified in the Conw sction Deamrnsp 5) Listed wind toift rearrions based on MWFRS Only loading J ° �( m c rfl 0 F L Off`°°� W O S 1 w, a0®o ®�S Stephen W. Walter Shad. Fng N 54395 2590N. Kings High. Ft. Pica F134951 ( 1 IT Southern Truss Companies, Inc. Truss: MV3 2590 N. kings Highway JobName: WS-5512-C-BR BAL-EXLN SOUTHERN Fort Pierce, F134951 Designer. JAo Component SoiutionsT"a TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 4/9/2014 257.40 PM Truss Page: 1 of 1 Version:4.352[Build 11 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 3.4-0 -2.998 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 8 Is 3x 0-0-0 3-4-0 3-4-0 Loading General CSI Summary Deflection L/ (loc) 'Allowed Load (¢t) BIdgCud:: FBC 2DI(Y TC: Q57(1-2) Vat TL• QM in L/999. (1-1) L/241 TCLL: 20 TPI 1.2007 BC: Q44 (3-1) Vert IL• 0.01 in . L/ 999 (1-1) L / 360 TCDL: 0 Rep Mbrinaease: Yes Wrb: 000(1) Hoc, TL Oin BCLL: 0 D.O.L: 125% Creep Facto Ka=1.5 BCDL: 10 Plate OHsees OntXY.Ang); (1:1-9-IZ3-7.0.) Reaction Summary 1T Type Brg Carbo BM Wdth Material Max React Ave React Max Grav Uplift Max Wind Uplift Max Uplift Max Haiz. 3 Continuos I 40.031in Conacte Masonry 2121ts 72 plf A31ts -145 lbs-1451ts 153 lb; Material Summary TC SP (ALSC6-2013)92 2x 4 BC SP (ALSC6.2012) 113 2 x 4 Wcbs Bracing Summary TC Bracing Sheathed or Rabin at 6-3A Pudin design by Others. 13C Bracing sheathed or Pudins at &-7A Pmlin dsigu by Others. Loads Summary 1) This teas has been designed for the effects orwind load; in arlddnrce with ASCE7- l0with the foliD.ving user defined inpa: 170 rrph ulthrnhq Expsuve C, Overall Bldg Dim 95 It x 60 ft, h = 24 Q End Zane Tess, Neither end web considered DOL= 1.31, CC Zane Width 6 4 Member Forces Summary Table indicates: MenberID. mxCSLrnaxaaalf=,(noxcarycfamifdi&¢ntfmmnarzaxialrace) TC 11.2 Q566 .3101ts - I I BC }I Q416 319 Its (-IOI its) Webs e��)� o o a W oLUo © ° c m pry q O F L O ®o®o®®®®g�s S 10�� e®�� eea®as®®a Notes: 1) This design is lased on ASCE 7-10 as refae cod by the 2010 Florida Hdldng Cud: 2) Gable mars continues battan chord bearing 3) Gable webs placed at 49" QQ, U.N.O: 4) Attach gable webs with 3x4209a plats, U.N.O. 5) When this toss has been chosen for gdity assorance inspection, the Plate Pla°enert Method pQTPl I-20DA3.2 shall be used Cq=1.17. 6)13dlding Designer shall verify self weight ofthe tress and other dad lad neterials do not esr cdTCDL 0 p;£ 7) Ustedwind uplift reactions based on MWFRS Only lading 0-0-0 Stephen W. Warter shuct. Fog H 54395 2590N. Kings High. Ft. PierceFl 34951 1t Southern Truss Companies, Inc. Truss: MV68 2590 N. kings Highway JobName: WS-5512-C-BR BALEXIN SOUTHERN Fort Pierce, F134951 Designer: JAO SotutionsTbt ComponentTruss TRUSS COMPANIES (800 232-0509 772 464-4160 772 318-0016 Fax ) (� () Date:: of 1 I ofl 14 257:41 PM Page Tn Version:4.352 [Build I Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 6-8-1 -2.999 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 191bs 6-8-1 681 6-8-1 3x6 2 12 3i— no 0 6 3x4 - 1 0-0-0 0-0-0 6-8-1 6-8-1 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psQ BltCo&: FBC 20101 TC: . Q81(1-2) Vat TL' am in L/ 999 (3-1) L/ 240 TPI I-20D7 Bc: Q48(3-1) Vat LL• oin L1999 (3-1) L/?60 TOIL: 20 TCDL: 0 Rep Mbrinaease: Yes Web: 0.88(2-3) H=TL• Oin 3 . BCIL: 0 D.O.L : 125 % Creep Factor, Ka = 1.5 BCDL: 10 Plate Offsets OntYx YAnk (1.1-9-IZ3-70.) (2:1-1Z419Q) O:I-123419a) Reaction Summary JT Type Brg Carb3 Blg%Mckh Material Max React Ave React Max Gray Uplift Max11A.d UpliR Max Uplift Max Haiz 3 Contintras 1 8a063in Concde Masonry 2681Is 60 plf - -178 lbs-17611s 281 lbs Material Summary Bracing Summary TC SP (ALSC6-2013)12 2 x 4 TC Bracing ShenhedarPmtins at 6-34 Patin dip by Others. Dc SP (ALSC6-2012) H3 2 x 4 BC Bracing sheathed a Ptalins at 6-3-Q Pmlin desigl by Others. Webs SP (ALSC6.2013) Ill 2 x 4 Loads Summary 1) This toss has been desigted for the effects ofwind Iwd; in aca>d3nce withASCE7- 10 with the followinglser dc6ned input: 170nphultirmtc Femme C,Ov IIBIbDins85 ftx 60 ft, h = 24 ft, End Zme Tms, Ncitha end wcb tmsi&r d DOL=1.33, CC Zme Nidth 6 ft. Member Forces Summary Table indats:Merber ID, Rnxcs4rnaxa,"fbM(n,, faceifdsaaltftantnma"alfaee) Tc 1-2 aslD zmlla Bc 3 1 aa76 30516s Wells 2-3 0.876 419Its (-90lbs) Notes: 1)Tbis design isbasedon ASCE740as,6—ocdbythe2Dl0Fluida WldngCoda 2) Gable re4ars continuos htxt=clad baring 3) Gable wets at 48 " a., U.N.O. placed 4) Attach gable webs with 3x6 20V plates, U.N.O. 5) When this bras has teat chosen fa gdity asst.ance inspection, the Plate Placernent Method per TPI 1-20a7/A3.2 shall be used Cq= 1.IZ°Cco 6) Building Dsigrlashall vaify selfweight ofthe toss andahadeadloadnotaiats da nota=.dTCDL 0psi ° pe 00 (j, ° �JE °o° d� 7)Lisleiwindlplifi=c,tionshesedm MWFRSOnlylmdng 0© yZZ. o , o N e d ' eM 0 o LU O 0 O ®®?jiis+ S 0®�®®®® -TMICE•Acopyofthsdesgn dWbe fumishedlotheereetbucommclor. The de.*oflh'siidniimli=u .Wmdondesgmcriem andrequiementssuppfedbythe T Nbnufacl°rcrandmksupoa1k accmcyandcnmpL•tenesolYhenfonualhn Stephen W. Warter setfonhbytbc Boadi,SDsgou.Axalonlh'sdmumghdcatesacceplanceofpmfessomlengheemgm4mnsbSlymYyfmthelmscomponentdesgnshmm.The..tdabAyandus;oflh'scommoentforanypancubrbuN:rgdcspn Elbe respnnsbSfyof s �gpsyig5 the IIudtbgn:s—v .pe,AtdVMI-?00'7Chapterg•WARNM-T—u.quhpaopehaodfvg.erecfmtresmhlandbmcug.Referlothebte4edebnofBCS1(BudfngComMnent8afelyNtrmatbnpbtypmdueedbyTl7anaSeCA)forpmper Hi Ft. PiaeeFl 34951 bstamtbnmet6odsandinpod..t.r!,y'ofmmmunrehlbgtolbeemieconsnrctuupocesiniheabxmcofspecirc 9albimandrempomryrcsmntfbmcbgs)ec'ffratbmbyoibcmthei9amlhw(uchdnghiamtim2590N. Kin tobmnens)aMtempomry �• resrabt/bmebgofthetw¢sshalhebarxordamewibBC51-BI andBCSl-B'LTr sabDmquicpermanentmgmbtNacbgofchordsandecnabucbmemhrs(uherc bd'r:med).Th'sdmuitgonyi�demesthc lxatbmfmhlemlresmbt.The Bu�bg0.•iprerperAt-SIlfP11,C'6npter2; dspecdc lruQpemsanenlbmcbgdesgn'snalr2ecff'edbyoNers,Ihisslu2beattompihedbyaardardidumryhtemlreamntaM r metladotbd'sBs°Ilrsmmemherrestrabt/bmebgsluAbeasspeciidbythe d'ngomlb—iogdetaibbaceordancewihBCS7-B3aBCS1-B7asappfrabb.-R&MTANr-Th'sd.sip assmeslh.t=i'manufaclmed'naceordamewlhth'sdrawuga.dthegmNycriem spec'Gcd'nATSVTPIl Chapter3. A➢conmclmphtesshal IL be mamdactmodbySbtp=Strmg--Te Comrzny,lx baccorda=%%IhESR-276?.Alc—tmpbtesare20 gage,tmbssthe spec'dedphle s¢e'sfo6 uedbya "-18"ufibhbdbatesan 18gagephle. -` Southern Truss Companies, Inc. Truss: MV 11 2590 N. kings Highway JobName: WS-5512-C-BR BALEXW SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsTMt TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 4/9/2014 257:41 PM page: I of Truss Version: 4.3 52 fBuild 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 10-0-0 3 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 31 lbs 10-0-0 10-0-0 10-0-0 0-0-0 2x4 3 12 3F- 2x4 2 0 N 3x4 - Lj 1 0-0-0 l D-0-0 10-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Lad (1st) B1cg Code: FBC 20HY TC: Q85(1-2) Vat TL• Q01 in LIM (1-1) L/240 TCIL : 20 TPI 1-21107 BC : Q41(5-4) Vat U. a01 in L / 999 (1-1) L / 360 TCDL: 0 Rep Mbr Increase: Yes Web: Q75(3-4) Haz TL• Oin 4 DCLL: 0 D.O.L. : 125 % Crap Factor, Ka= 1.5 BCDL: 10 Plate Offsets OntXYAng} (11I0,43$a) (3'1-IZ4-19(L) (4.1-IZ38.90.1 - Reaction Summary JT Typc Bra Carbo BmI tgh Material Max Pace Ave Rena Max Grw Uplift Max WindWift Max Uplift lbs-194lbs Max Horiz 3421bs 1 Continuos I 12D m Concrete Masonry 25711s 61 plf - -194 Material Summary Bracing Summary TC SP (ALSC6-2012) h3 2x 4 TC Bracing Sheathed aPLalins at 6.3-Q Perlin design by Others. BC SP (ALSC6.2012) 03 2x 4 BC Bracing Sheathed a Pulins at 6.3{q PLe in dsipr by Others. Wes SP (ALSC6-2012) 03 2x 4 Loads Summary 1) This truss has been designed for the effects of -wind load in accordance withASCE7-10 with the following mer darned inpt. 170 nph ultirm e, 5posure C, Overall Blct Dins 85 R x 60 fL It = 24 R, End Zone Truss, Neither end web censidrred DOL= 1.33, CC Zone Widh 61 Member Forces Summary Table indicates: Merber ID, max CSLmaxWalfb,0C, xmrpcforce ifdBarntfiorn Irxalface) TC 1-2 0.851 .271 lbs 2-3 Q79D -3511s BC a5 a300 -591ts 5-1 UAW 290lbs (40211a1 Wes 2.5 Q267 70D lbs (468 Its) 134 0.751 313 lbs (-79IM) Notes: 1) This design is based on ASCE 7-10 as nefarnaxl by the 2010 Florida WIding Cale 2) Gable regires continuos baton chord baring 3) Gable webs placed at 48"ere, U.N.O. 4) Attach webs with 2x4 20cp plates, U.N.O. P� gable 5) Men this mess has ban chosen for gmlity assurance inspctim, the Plate Placarent Method per TPI 1-20DLA3.2 shall be rued Cq=Ll7• 6) Ltdldng Dmigrashall verify sdfweight of the bms and other dmd lead nntaials d> nor exard TCDL 0 psf 00 ° ° OOQ o��+ E °°"o® B0 •7 �O Only IwrSng 7) listed wind tplift reactions lased at MWFRS m o O ado O ep ©c NN p mep on ®®oaae®®s T'O'fICE"AeopyonbadesrtmdmlM fum�edlolheercetbncommaa. 7hedesymoflhisudiritualtmss'sbaxdondesgnerierh andrequicmentssuppkdbytheTrusManufaclmerandreFesutnntlrcacewacyatMcmnphteMssofthenfomratbn StephenW. Waite• BuMbgIkspmer.Axalmthcdmsvugid'eatesaccepimeeofpmfeammlmgimcmgmsmn*itywL-b,forlhetrnscompomnidesipshmvn.ThesAabdayandnxnfthbcmpnnentformryryncubrbudingdesi(msthe rcsponsbStyoC SlFg65435 2 xl fonbbytbe .'vo thBuilbgD!.%mer,perANSVTPI1.rW7 Chatne2.-WNNWTsmquicMWrba�gemtugesmntmdftehteaediimofBCSI(BuMbgCompmniSfetylnfomatnnpnibladucdbyfPlandSECA)fmrpyr, C Kn High•FL Pierce Fl'4951 imabtbomelbodsandmponmmfetynfomtunmbtugtolbecniiewi�=timrneatntbeabxmeofq=ifsuamtbgn. rc9mht/b c.nSoflbetrusxsdmlbcbaccordamc ihBCSI-BImWBCSI.BZ.TrnsnsabD=quixpermamntmgm'vVbmcbgofclpNsand,ed.i acbmembe.(wb—hdialed}Thi;dmnvgonyid'eat.slbebcatb forbt—l.g.in.The rperATSVfA 1,Chap1er2:A'specfe tna5pennanembrnengdesFn'Snot speddbroihersthcdulbeaccompEhedbybM nardiuivan•htemlreammand methodofid'n•ilualtnesmemberresranVhmengdu06eosspecfndbytheBunill;D-1t dbgonalbmebgdetaffivaccordance•tdbBCSI-B3aBCSI-B7asapplcabk-BUMTANf'Tbk&*am esthetruss'ammuGclured'uaceord nee ndhlh'scion vbgandlhequaliycderbtpecifnd'n ANST/TPr 1 Chapter3.Alcomecimpbtesshat ` bemamJacluredbySmpxm9mng-Te Compmy,be baccordmceuibM-'-762.Alcomectorphlesme20gage.unhslhespecdcdpblesi, 'sfobuedhya"-19"°bbbbdbatesan Iggagepbte. Southern Truss Companies, Inc. Truss: MV 13 _ 2590 N. kings Highway ne. S-5512-C-BR BALEXLN SOUTHERN Designer: FortPierce,F134951 TRUSS Date: 4/9/2014 257:42PM Component Sotutionsmi COMPANIES (800) ( 232-0509 772 464-4160 772 318-0016 Fax ) ( ) Page: 1 of 1 Truss Version:4.352 [Build 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 24 in 421bs 134-2 -3.002 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 13-4-2 13 4-2 13-4-2 Us I 3 12 3F- 2x4 I 2 5 ro 3x4 - 1 xl x o-o-0 0-0-o 13-4-2 13-4-2 Loading General CSI Summary Deflection L/ (loc) Allowed Lad (PS* Bldg Cod.: FBC 2010' TC: 0.80(2-3) Vat TL• Q06 in L/999 (4-5) L/240 TPI I-2307 BC: 0.52(45) Vet LL• Got in L/999 (Sl) L/360 TCIL: 20 TCDL: 0 Rep Mtrinaease: Yes Web: OL94(34) H=TL• Oin 4 125 % Clap Factq Ka = 1.5 BCLL: 0 D.O.L.: BCDL: 10 Plate O&ets onmy.Ang7 (1`1.10-ot 0.) (3,1-IZ4-19a) (4:1-)2349.9a) Reaction Summary 1T Type Bug Conbo lirg Vddh Material Max React Ave React Max Grav Uplift Max Wind Uplift Maz Uplift Max Hai. 4 Continnas I 16Q IZ5 in Conacte Masonry 3831ts 61 plf - -2941bs 7841Ls 395 Its Material Summary Bracing Summary TC SP (AISC6-2D13) H2 2 x 4 TC Bracing Sheathed crPmlins at 6-3-Q Pmhn design by0thes. BC Bracing Sheathed a Pmlins at 63Q Pmiin design by Others. BC SP (ALSC6-2012) U3 2 x 4. Wcte SP (ALSC6.2012) 113 2 x 4 oxept. 34 SP (ALSC6-3113) 02 2 x 4 t Loads Summary 1) This toss has been cisigned for the effects of wind leads in accordance with ASCE7- 10 with the following Isadfined inprd: 170 n ph uldmt4 F-Vx= C, overall BIt Dins 85 It x 60 4, It = 24 $ End Zone Toss, Neither end web certsided DOL= 1.33 , CC Zane Width 6 R Member Forces Summary Table indicates: Mania ID, rotor Cst llnx aerial fact ( cor ¢ fora ifdff=t fan rotor mdal fO=) TC 11.2 0.756 -253 Its 12.3 Q-M -58 Rs BC 45 0.524 -I16 Its SI 0.5D7 26111s (•IQS Its) .Webs 2-5 0.7(G BOO Its (-2471ts) 34 0.943 45011s (-1181ts) ("� NVI U Notes: OAt,®g 8AB 1) This design is Lased on ASCE 7-10as refaeuatdbythe 2D10 Florida Bd1dng Cods. dead baring®i©eB0 2) Gable to*= catinoram hotter t 72" U.N.O. BBD� 3) Gable wets placed at ere, �00 0........ 4) Attach gablewds with 2x420gp plates, U.N.O. ° C been dnosm for inspection, the Plate Plarxnent Method W TPI 1-2002/A3.2 shall be reed Cq-1.17. 5) When this toms has gouty assurance dmd load materials & not exceed TCDL 0 ps£ 6) Eidldng Designs shall verify sdfwcight of the toss and other m0 _ma 7) Listed wind toift reactions based on MWFRS Only lading ©.g��CSSo N 4b^ m m 0 `W\ mom° o 0 .s �m ° o o C� o �a moo cs'cs p°o 0 ®� ® "NDI'1CL••Acopyoflhsdesi. albefomibedlotheemclhnemtmclor. Thedesgnoflhmhdrviiwllms'sbawdondesmcriemandmquiementsmppkdbytheTmmmulaclmerandreksupontbeaccumcyandcomphleneaonbehformathn Stephen W. Warter The sdabSryandmotIMcomporentfarmry•pamcuhrlw5lhgdesmhtherespon�dlyof ShucL Fsg a 54.195 ,el fonhbylhe Bu9dhgIks4mer.Pia:alonth'sdmtvhghd'ealesacceplarseofpmfe�mlergiteemgmsponsbhywLWorthetrsscomponemde.*nbm�n. 1.1dSl'ngresgocr,perANSUIPl1 ?007 Chapterl'WARNM-T—u.quielnopmlandkg.c-lbamsmhlandbmchg. Referlolle blest edYbno(BCSIBdJh9Comporcm Safetyhtfomratbnpbtyprod°ce I0):r ans)adSB2efm{voper uyON. Kin Hi Ft Pi—T-134951 hgoibimandtmpDmryresimbVbraci3gsptcdcati=byothemlbeulabli.(rchdhgka3lbI mlokmnces)andlempomry � �• .1ahlbomelMdsa.dirponam.relyhf=-Ii--btihStOtb--tier-a—limrxoceminibeabwnmorgxciirc melmhl/bmchgofiMtm s9ulbehaccorda=cuthEM-B1andBCSi-B2.T—brrzquiepmmaarotteslmbt/bmchgofclmrtsmdcenahucbmetubers(toimthdcated).Th-ndmuiagonyird'ealeslhebcatbwfmblaalre5mht.The ifgxxCc dbyolhemlh's�nlbeaccompHxdq•sondardid,taghlemlresrahWrd methodoChdn•tlualmussmembarestmhVbrachgsla8beasspecd dbptheau5lhglksFrcrperANS7lCPII,Llapterk lrusspemmnenlbraehg4es€n'mnnit dhgomlbmehgdeta3haccorducewihBCS7-B3orBCS7-B7 asappkabh.-R igl'LV7'7L6desmassmmslhe Irusatom°ISetured'nacwrdanceuiblh'sdmovgmdthe qua BycriemspecifednAY6VTPlIChapler3.A1cmmeclorphtesdal "-18"wt'cbi,&.1.san be mmufactmedbySinp=Stmog.TcCompany,lrx haccordawc uthPSR-276a-.Alconrcctorpblesam20 gage,umistbe specirrdphte me-sfo&n,edbya IBgagepble. Southern Truss Companies, Inc. Truss: FT4B 2590 N. kings Highway JobName: WS-5512-C-BR BAT-EXIN SOUTHERN Fort Pierce, F134951 Designer. 7AO Component SolutionSTM TRUSS14 COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax 257:43 PM Date: I ofI Page: of Truss Version:4.352 Ild 1 Span Pitch Qty OHL OHR PLYS Spatting WGT/PLY 11-11-12 0 /12 5 0-0-0 0-0-0 1 24 in 671bs 11-11-iz' 2-9-0 2-6-12 1-1-0 2-8-4 2-10-12 2-9-0 5-3-12 6-4-12 9-1-0 11-11-12 Zone 1 3x4 I 3x5 - 2x4 I 3x4 - 3x4 - 5 6x4 - 6 1 2 3 4 0 o; V. 10 9 8 3x4 - 2x4 I W - 7 2x4 I 11 Us - 0-0-0 0-0-0 5-3-12 1-1-0 2-8-4 2-10-12 5-3-12 6-4-12 9-1-0 11-11-12 Loading General CSI Summary Deflection L/ (loc) Allowed Lead (pst) Bltcocb: F13C 20Ia TC: Q64(1-2) Vat TT.• Q15 in L/915 (10-11) L/240 TOLL: 40 TPI 1.2W7 13C : 0.56 (9-10) Vat Li- Got in L / 999 (8-9) L / 360 TCDL: 20 Rep Mhrinramse: Yes Wcb: 0.63(6.8) H=TL- Oin 6 BCLL: 0 D.O.L : 100 % Creep Facto, Ka= 1.5 BCDL: 5 '-1• Plate Offsets Qnt.X,Y,Ang): - (1:1-8,2490.) (10-MA.0.) (3:042-Q9Q) (4:0.1z1$Q) (5.04ZI-$0.) (6:5A3 Q(1) (7:4-A1490.) (N-1Z2RQ) (gaQ2-Q9a) (laalzl-&Q) (11:3a1-8,0.) Reaction Summary 1T Type Brg Conho Brg W dth Material Rqd Big Whh Max Root Max Gray Uplift Max Wind Uplift Max Uplift Max Haiz II Pin (Wall) 1 4in Cmade Masonry 3.00 in 766lbs - - - - 6 H Rdl (Wall) 1 275.in Cmade Masonry 3600 in Al lbs - - - - Material Summary TC SP (ALSC6.2013) Q 2 x 4 (Flat) _ BC SP (ALSC&2013) (2 2 x 4 (Flat) Wds SP (AISC6.20M U3 2 x 4 (Flat) Loads Summary 1) Mmimmn storage attic leading in acomlance with IBC Table 1607.1 has not been apoied Member Forces Summary Table indicates: M,.ba ID, nax CSL nrax ax al fax, (ma canx form if(5Boart fivn nr .dal f=) TC 1-2 0.643 Olts 3d Q319-1,4181bs 5-6 0.I83 -1,079 lb; 2-3 Q555 -1,418 lbs 4-5 (1506 -1.0FA bs BC 7.8 Q096 0lls 8-9 0.516 1,418Its 9110 Q556 1.41811s '10.11 Q444 1.0ffi Ida Wds 1-11 0.022 .69lbs 3-10 aa56-1781hs 5.8 Q125-39911s 1 2-11 Q433-1,1921ts 4.9 QQ34 -691bs G8 Q629 1,23911s Tj 240 a257 5W lbs 4.8 a177 -498 lbs 6.7 Q008 151Is ®g,Q�®p Of�B AQ Notes: °9001e �4� D� o o��°++0 0 0 0 1) This sign is based m ASCE 7-10 as mf=ced by the 2010 Flaida Building Cad: 10-W. Op0 0 0 J d 2) Unless otherwise specified by the Hrilding Designer, me sbm�rk every 3)NMen this toss has been chosen fbr quality ass=o: inspectim, the Plate Placauvtt Method perTP11-20WA32 shall be used Cq=1.20. �� 4)&dldng Desi®tashall verify sdfweight oflhe toss and other dead Iced rtntedals do not unmadlDLSpsf ��1 pp,0J6j p Jw �4Do%� O v�,vos�®-. ° P L°8 S S n4GnCE-Mopyofthisdesk.Su➢befiwebedtotheerecthncontmclot.Thedesmnfibisi. rdmlt—hb..dmde*crfer6andrequiememsaWL-dbylheTr MnufaelmerandmksuMnibeaccmcymdcompbtenesortberesponDStynfo i,- Stephen //Winter xt fodhbylhe Budd'ngDesgner.Axalonthadrarvugudcatesacceplanceofksufesmmlrngi�eerngrespon D➢Sy�1•yfmlhc lnuscomponenl desfn�oua ThesuabSfyandus: olYh'acnmponent fmanypancuhrhuSiugdedl."slheaf S Engft54395 the Bu51hILL•s4mer,peYAASVIPI I-2007 Cluper2. •WARNM-Trumesmquic poperhandhkFemctim,msmhl mdbmchg. Refertothe htesedibnofBCSI(BuUhgCompnnent Safetylafarmal°nphtypxtucedbyTPlandSBCA) forpoper haalhlbnmethodsand hponanlaRtyhformathnrebinglotheemhe L,1nxfi,.paem 1.1b abxnceofspecife 69amtinandt-I..,ymo.bt/tacngspec'dealbmbyothemtM i9aln'on( Id'ngrt9ahtimtobnnces)mdteminmry �390N. Fang; HigI. FL Pierce F134951 revmh1lbmchgof1het—s9.1be ha .dot ,ihBCSI-B1 andBCSI-BIT—sahrreq.iepermar n1 mgmhVbmcingofebmdcandcenabo bmembers(°hem idieatedlThi;drawhgonyid'catesthe lxatimsfmhtemlre9mht.The metMdofitd'n•iluallr�memberrcaraht/bmchgefia86tasspecd dbythe BWdiglksgnerpe ANSVMI,Ch pter2; irq-ir. Inrspemianentbrzchgdes�ni:rrotspeel'ndl+yothers,th'ssha➢beer..?mpH dbysmMmdidren•btemlre9m:eland _ -- d'ngomlbmchgdetarkhacemdanceuihBCSI-B3.BCSf.B7asotppkxbb.•NBORsdesgnassune TANr•Thsthe trussismmufactmedhoeemd mc%vkhtb'sdmuitgandthe gmaycrdem spec8•ed'nANSVfP1 I Chapler3. Alemmectmphtessbal ^7-1�/7 be manuforcturedbySi p..Stroog-TeCmnpany.lvc haccordance nibEM-2762.Alconnectmpbles=20gagc.=Lmlhc gvciGcdpbtesze'afohmedbya"-18"Nhhhhd'eatesm 18 gagepbte. Southern Truss Companies, Inc. Truss: FT4A Cra r`rr a'• 2590 N. kings Highway JobName: WS-5512-C-BR-EXI.N SOUTHERN Fort Pierce, Fl 34951 Designer. JAO Component SolutionsTM TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 14 257:44 PM Truss I of Page: of 1 Version: 4352 P3ufld 1 Span Pitch Qty OHL OHR PLYS Spacing WGT/PLY 12-1-12 0/12 7 0-0-0 0-0-0 1 24in 67lbs 12-1-12 ' 2-6.12 1-3-0 2-8-4 2-10-12 2-9-0 5-3-12 6-6-12 9-3-0 12-1-12 Zone 1 3x4 i 3x5 - 2x4 i 3x4 - 3x4 - 5x5.- 6 1 2 3 4 5 o co s 10 9 3x4 - 2x4 I 8 7 4x7 - 2x4 11 3x6 - 0-M 0-0-0 5-3-12 1-3-0 2-8-4 —2-1 0-1? 5-3-12 6-6-12 9-3-0 12-1-12 Loading General CSI Summary Deflection L/ (loc) Allowed Lwd (1150 Bldg Code: FBC 2010' TC: Q65 (1-2) Vet TL- Q15 in L/906 (10.11) L/240 TOLL: 40 TPI 1-2007 Bc : 0.58 (9-10) 'Vert LL- Q07 in LOW (9-9) L / -160 TCDL: 20 Rep Mbrincrcase: Ys Wcb: 064(6-8) 1-Ia.TL- Oin 6 BCL.L: 0 D.O.L : 100 % Crap Faclq Ka= 1.5 BCDL: 5 Plate Offsets(Jnt:XY,Ang): (L•1$2-Q90.) (2:0,q IAQ) (3:OQ2-Q9Q) (4:04ZI-ka) (5:042IAG) (6:5-12,2A(I) (7:4A2-qn) (&O-IZ2AQ) (90(124190.) (10:0-IZI$Q) (I1'3Q1$Q) Reaction Summary JT Type Brgconbo Hg VJdth Material Rqd Brg K(dth Max Read Max Grav Uplift Max Wind Uplift Max Uplift Max Hai. 11 Pin CMII) 1 4 in Concrete Masmry 3.O0 in 777 lbs - - 6 H Rdl (VMI) 1 275 in Concrete Masonry 100 in 8M lbs - - - Material Summary TC SP (ALSC6-2013) h2 2x 4(Flat) BC SP (ALSC6-2013)12 2 x 4 (Flat) Wes SP(AL4C620M93 2x 4Oat) Loads Summary 1) Minimmn staagn attic loading in accordance with IBC Table 16(Y7.1 has not boon 40ied Member Forces Summary Table indicts: Menbe 11), rex CSI, max a" fmr, (trek oxrp: furs ifd6amt lion max axial race) TC 1-2 0.643 01bs 34 0.349 a,4541ts 56 0.186-1,099lbs 2-3 0.563-1,4541Is 4-5 (1517 .1.1031ts BC 7-8 0.093 0lbs 1&9 Q542 1,454Its 9-10 0.577 1.454lbs 10.11 0.461 1,046Its Wes I-11 0.02 691ts 3-IU QO50 .191 its 5-8 QI26 4021ts 2-l1 0.441 -1,213 lbs 4-9 QQ35 6911s (-651Is) 6-8 0.640 1,261 Its 2-110 OLM 5-1111s 4-8 Q186-5131ts 67 QO(B 1511s ®9,6�((p AA© ®p® Notes: ©® 69 0 VYt7�� 11" 1) This dmigt is based on ASCE 7-10 as referenced by the 2010 Flaid39rilding Cali �O OD0 o op,�locoao00 oOo B d 2) Unlessotherwise specified by the WIding Dsign, we snon�eck evoy I94P. has boon fm inspection, the Plate Plamtrnt Method per TPl 1.2007/A32 shall be iced Cq= 1.20. 00 �oo 1v v7 4 v � 0 3) Whm this toss chosen gaality assurance nss dad load mlerials do net exrmdBCDL51s[ o 4) Wldmg Dsigner shall vairy selfweight ofthe and other m�� v� 39� o � a \ oho • off' �,A m o w c a ® m cp �� ° ° SS AAABA®9 "NDfICE•Acopy°fth'ndedpd lbefmnimedtolheemcl'oncontmcim Thedesgmofth'andn�iluallr sbazdmdesgnericrhandmquiementsmppkdbytlmT=NbmdiclmerandmksupontheaccumcyandempLlecess.f,t form b. mlfonhbythe BuI&g1k*cn Amimthhdmr,bgnd'catesoeceptanceofpmrcmt=lengi=rimgmsMonbFtyoLy f the truscomponent de6pd—The sdaMLyad=ofth'scmnponem franypancuhrbuifugdesigv'r;therespon rYof Stephen W. ltfarter Sfixi Fng 454395 lMBO&j;ks(mey-Ab6U1'PI 1-'_007 C7mpter2.•WABNWCTm srequiepmperhat�g.ercctbn,mstmnl andbmcing. Rerertothe Wes edibn ofBCS1(BmtlbgCompnncnt& fcIYlaformatbnphlypradwed byTPland SBCA)forpro bn4alhlbnmethoQ andboponam mfetybformalb—latbglotheenliec amctbnp—lnthe ab—ofgcc'dcinlalhtbnandtempomrymamidfbmciaMcifwtimabymhmthc n9auatbn(iciobgimamtbnlvL ces)andtemporary 2590 N. Kings l-li�t. Ft. Piertx F134951 m9mbl/bmcbgofthetnm:ssha➢he baccordancewithBCSI-111 andBCSI-112. Tnn,esabxrequiep mnt m9nblAmcbgofcbor&aWcenabacbmembm(,4mid'cated).Th'adm,vbgony id'ealestbe bcat'cusf bteralm9mbt.Tbe muladofcdnilmitrrmmemberrc4mbUbmcigdu➢beasgeodedbythe Bu3lbglk:grcrp.ANSUn71,Clmpter2;(specirrt=permanenlbmcigdesbnanotspeeirudb)•othemthiidolbeaceompH=dbysnrdmdidu9n•blmlm=iitmA I dheowlb—ingdetaihsbaccorda-ce ihBCSl-83o BCS1.B7asapp5cabb.•B.4'ORTANr-Thi;dc amrmesibet=u manufactumd'naccordmeendhthadmwbgandtbegwftycAemspecnd'nAN5U1'P11Chapta3.A➢c=clapblesd.I l beman°faclumdbySbnp—Strong-Tb C..I..y,Jnc baccordaneewihESR-276a-.A➢connectorpblesam 20 gage,t..k.1hespec''.dpble s¢e'sfo3nsedbya "-18"u4rbhbdnalesen 18 (mgepbte. _ Southern Truss Companies, Inc. Truss: FT4 - 2590 N. kings Highway JobName: WS-5512-C-BR BALrEXLN SOUTHERN Fort Pierce, Fl 34951 Designer JA o Component So]utionsT" TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 14 257:44 PM Truss I ofI Page: oft Version:4.352 17d 1 Span Pitch Qty OHL OHR PLYS Spacing WGT/PLY 12-5-12 0 /12 4 0-0-0 0-0-0 1 24 in 68 Is 12-5-12 2-9-0 2-6-12 1-7-0 2-8-4 2-10-12 2-9-0 5-3-12 6-10-12 9-7-0 12-5-12 Zone 1 3x4 1 3x6 - 2x4 i 3x4 - 3x4 - 5x5 - 5 6 1 2 3 4 10 9 8 7 3x4 - 2x4 I 4x7 - 2x4 11 3x6 - 0-0-0 5-3-12 1-7-0 2-8-4 2-10-12 5-3-12 61: 0-12 9-7-0 12-5-12 Loading General CSI Summary Deflection L/ (loc) Allowed Imd (get) act cod:: FBC 201(V TC: Q65(1-2) Vet TL• 0.16 in L/876 (10.11) L/240 TCLL: 40 TPI 1-2007 DC: 0.62 (9-10) Vet Id.: 0.05 in L/ 999 9 L/ 360 TCDL: XI Rep Mbrinarase: Yes Web: Q66(68) Haz TL• Oin 6 DOLL: 0 D.O.L : 100 % Creep FaGa, Ka- 1.5 BCDL: 5 Plate OHseds(1nbX,Y,Ang1: (1:1-$247,90.) (L,041$Q) (3:042- 91.) (4:61Z I$Q) (5:41Z1$Q) (6:512,2$Q) (7:4A2.490L) (&0-IZ211,Q) @042-0,90.) (1QQIZI$Q) (11.341,1$Q) , Reaction Summary 1T Type Brig Carte Btg Nldh Material Rqd ErglVdh Max Rona Max Gray Uplift Max Wnd Uplift Max Uplift Max Haiz II Pin(WMII) 1 Bin Cmade Masmry 10D in 7981bs - - - - 6 H Rod (Wall) 1 275 in Concrete Masmry 3.00 in 82411s - - - - Material Summary TC SP(ALSC6-2013) f2 2x 4(Flat) BC SP(AISC6.2013)122z 4 Mat) Wets SP (ALSC62012) 0 2 x 4 (Flat) Loads Summary 1) Minimum storage attic lording in aandanx with IBC Table IW7.1 has not been applied ' Member Forces Summary Table 1ndiotes: Marber lD, max CSL max axial face, (nor mtrye face ifcbfr=t torn npx a.,al fax) TC 1-2 0.654 011s 3-4 Q424-1,52811s 5.6 0.192 .1, 13711s 2-3 0.576 -1,528 Ibs 4-5 Q532 -1,141 lbs BC 7-8 QI(B 0lbs 8-9 Q596 I,57B Ibs 940 0.622 1,52E l s 10-11 0.494 1.08211s Webs 1.11 (Ion -"Albs 3-111 Q068 •216lbs 5.8 QUs Awls 2-11 0.4%-1,2551bs 4-9 Q037 73lbs (-59 Rs) 68 0.663 QW Its 2-10 R295 590 Rs 4-8 Q2Q5-566Its 6.7 0008 161ts 8g�fl Q® Notes: iO�B® pO00.n1 tgv�W ��ODO ®ng Co�t�rii``'t 1) This daigt is based do ASCE 7-10 asref—od bythe 2010 F1aida afilohd@ 2) Unless the arihBnglksigta, me sbm&cic every 10-W. oo°0000°O ""Yi O O °a otherwise spedliedby 3) Whea this tnss has beeel ehmen fagality asstaanx inspaxmim, the Plate PlatMethod MTPI 1-2007/A1q2 shall he wa C le_1.2a 4)Building Deli®tashall verify selfweight ofthe less and other had lord traterials di not taxed 13CDL 5 Fsf ® �/ op �� d 0~JP m e ' m � u� p ft. \� o ea,�� ,{-��` F` \off°°�{a� �O PL O BLS S 14�� e®® BABBB� '14DrICE'A cgyofil'b&ik.9.1lefumiht dtotheemcibnconimclor. The despmgfthstdiifimlN isbas:dond:spterlem aMrequiemett—Mkd by1beTntshhnufactumrandreisupon1he acnaacyandcomplacm sofrhe of iy,Stephen WWarter Mt fort bytbe Budditgllymar.As:alonthW.,,bgidcatesaceeptance ofPmfes¢uulcngceemgregnn.LBysoL•y forthe lratecomponent despmAmm he gAabSeyand=ofth'scomponent formyI.,lbthrbdf ungdespa'sllrc regan�Lyof Stia Fng N54395 the BuhingDesjPz rarA1$Ifl'PI1.3007CharAer1•WARNWCTn smgd pgvrhndfng,arectbn.m9mhtaMbmcig.RefertothehtesedibnofBCSI(BuddngCompooenlSfN),Ioformalhnphtb,mwedlry7PlardSRCA)fmprofcr S90 N. Kin Hi FL Piece FI :N951 u4a6tttnmethodsaodinponamsfetyiJormatbnmhttgtotheentieconamclbopmces lntheah�nccofs�.c'Gc t9affitun am7tempomryrcamht/bmchgspecGeativsbyolher;Ibe u4amlbn(uchdngrtCattnhntnNrances)andtempomry �• msmbt/trachgoflhet—u,haGbehaccoelancestKhBCS1•B1aodBCS1-82.Tr soWmquiepennanenimsmnIA=cogofcbordsardcenain cbmembem(o7remindRaled}h-sdmttbgonyWtatesthebcatbmi'rhtemlre9mut.7he d dofidirdualntssmemberr .i Ybac,iq h lbe°sspair dbytheRahgD4.,pa,ANWMI.Ch pter3;ifq—ifetmap—.ntbmengde*nistmtspec'fedlq-olhemilhabalbcaccompFhedbysandw,Ii 9r-rhtemlmsranturd . degonalbmcitgdetadsnaccoNanceuihBCS1-B3wB(SI-B7asapp8abb.'BA�ORTINr'7h's&esmasvrmesibetr i;marmfaetumdnacc rdam oahth'sdmnbgaMthegiuhycrierhspeeGed-nATSUIPIl Cbapler3. Mc6—C1vrphleshal Z� be manuWetumdbySiml>mngmg-TeCompany.lochaccordan=%vibFSR-276?.Alm=clmpbtesaml0gagc,wk sthespecEedpbted=ifoL—dbya"-18%t1khid-eatesan18gage Phte. Southern Truss Companies, Inc. Truss: FT6 2590 N. kings Highway JobName: WS-5512-C-BR BAL-EXLN SOUTHERN TRUSS Fort Pierce, F134951 Designer. JAO Component SotutionsTb' COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 4/9/2014 257:45 PM Truss Page: 1 oft Version:4.352 rBui1d 1 Span Pitch Qty OHL OHR PLYS Spacing WGT/PLY 9-11-12 0/ 12 9 0-0-0 0-0-0 1 24 in 55 Ibs s-11-iz 2-9-0 2-6-12 1-9-0 2-10-12 2-9-0 5-3-12 7-1-0 9-11-12 Zone 1 3x4 I 3x4 - 2x4 I - 3x4 - 5x4 - 5 1 2 3 4 6 7 6 3x4 - 3x6 - 2x4 I 9 Us - 0-M 0-0 5-3-12 1-9-4 2-10-12 5-3-12 7-1-0 9-11-12 Loading General CSI Summary Deflection L/ (loc) Allowed Lmd (pst) Bitcod:: FBC WHY TC: Q86(34) Vet M. (126 in L/427 (8-9) L1240 TCLL: 40 TPI 1-2W7 BC: Q63(7-9) Vet IL aC8 in L/999 (9-9) L/360 TCDL: 20 Rep Mbrinaease: Yes Web: 0.54(5-7) Harz TL• 0.03 in 5 BCLL: 0 D.O.L : 100 % Creep Factor, KQ= 1.5 BCDL: 5 Plate OBsets(Jnt:X,Y,Ang): (l:l$2-Qq0.) .(2:OQ1-&Q) (3.0-Q2.Q90.) (4:0-lZl-8,0) (5:54,2-8,0.) (6:44,2$90.) (7:01Rl-$Q) (&0.IZI-&Q) Reaction Summary JT Type Big Carbo BrgW dtb Material Rqd Lbg Wckh Max Rena Max Gav Uplift Max Wind Uplift Max Up)ift Max Hai. 9 Pin (Wall) 1 8 in Concrete Masonry 100 in 63611s - - - - 5 H Roll (%Nall) 1 275 in Concrete Masetry 10D in 661 lls - - - - Material Summary TC SP (ALSC6.2013) 92 2 x 4 (Flat) BC SP (ALSC6.2013)12 2x 40at) Webs SP (ALSC&2012) 03 2 x 4(Flat) Loads Summary 1) Mmirnanstoagmattic Imdngin acemdarim with IBC Table 1607.1 has riot brat applied Member Forces Summary Table indmtes: Merlero, r=CSL maxa>dal firce, (nexcalpc faceifd&rent fi=nlnX 'dal form) TC 1-2 0.704 0lbs 2-3 0.616 -923 lbs 3.4 2865-9311b: 45 0.312-9231ts BC 6-70.420 0lh; 7.8 0.628 9231ts 8-9 0.486 805Ih; Wes 1-9 0.021 -W7 ba 2-8 0.126 24811s 47 Q 140 �145 Its 56 0.(1(K 11 lls (-101ts) 2-9 0.339-9331bs 3-8 0.026 -84lts 5-7 0.538 I,050ba 11V Notes: �9@® 000 g0®©l%B 1) This design is based on ASCE 7-10 as referenced by the 2010 Florida Hrildng Code 2) Men this toss has been chmel fQ geliry assmmtm inspection, the Plate Placenett MethodpxrTPI 1-200/Al2 shall be teed Cq=1.2a BCDL5pst BBB *S 3)13dldng Dmigtershallvcifyselfwdghtofthehmsmdothcdedlmdsmlaiakdlnctamed �C°OpDOO" o m 6m o e � v LU O o O PLO S S A&®®®® RiOnCE-Ac°pyofthkdevynsuhbefimitrcdtothenectbnconlmctor. Thcdesic.ofltwil&iduait—s bamdmdc ipncric hadregoiememssppkdbythe Tr Ntnufact=randmresopontheaccoacyandeompbleoessnnhe uf°emal'on Stephen W. Walter mt forth bythe BuWbgAs¢.e.Amaloathadauvgb&.ite aceeptamcofpmf°ssnalengbeemgmsporbdiymLyf°rthetn ecomponenldegm9imt The.a�iabSryandoconhbeomponemferanymncuhrbmLhgdes.n.,i,z msponsbdeyof S�Engfi�95 the IIuSlbglksgcer,perATSUIPl1-2007 Chapter2•WARF]a4G•Trucasreguicpmper6anding,cmctbn,redmbt aodbmcbg. Rcferlothe hle4 edibnofBCS1@u3lbgCompnnem Sifclytnformntbnpbly�nduccd6�f17and SBCA)rorpmperN. Kin Hi FL Piem F1 W951 ioamtbnmelhodsandiuport..Imretynformatbnrehlbglolhemlieco Snmlb.p—e.1.lheabmottofspec'friaa%tbnardlempomrymsmbl/bmcbggmcir tbmbyotherxlhebsamti,n(bcldngrtaamtimtotmnces)andtempomry �• smsabomquiepemm IngmbtP-cbgofcho,&amcenabucbm=Wm(nbembdEated).Thkda ingonybd'eateslhcbcalbnsfmhtemlresabl.The reel.bt/b— ofthelruvv-sdolbeuaccordwceaihBCSI-BlandBCSI-B'_Tr mcthodofivliriiminusmemban5mbl/6racbgduH6eass)x<'fcdb)'lheBu3lbgDemrcrperAtb71f171,Clupler2; dspccde ln�permarrntbmcbgde:Fnnmtspec'fcdb)•°lhers,th'sduEbeaccnmpFJiedby,I. dardiduan•htcmlresmbl and fngooalbmebgdelaSbaccord=cwibBCS1-B3mBSI-B7asappEr bB.•DAMTANY-n• de pasamesthe Ins'smamrfaelurcd'uacc°Narcettihthkdmwugaodlhe quaflycriem speeded'nATSVfPIl Quger3.Aaem-elevpht—leil bemanufactltredbySmpmnStmng-Tb Company,beha cordamc thFSR-'-76'-.Alc==tmphlesare20gage,lmbstheg=ifedpbles¢ekfomcedbya--IS"ui&hi.dk.tesa.ISgagephle. _ Southern Truss Companies, Inc. Truss: FTC • �P _ 2590 N. kings Highway JobName: R BALrEX1N WS-5512-C-BR - SOUTHERN TRUSS Fort Pierce, FI 34951 Designer. JAO Component SolutionsTM COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 4/9/2014 2:57:46 PM Truss Page: 1 0fl Version:4352 (Build 11 Span Pitch Qty OHL OHR PLYS Spacing WGT/PLY 20-11-12 0/12 7 0-0-0 0-0-0 1 24in 109 Is N$ } 2-9-0 2-6-12 2-6-1 1-6-12 2-2-0 1-6-12 2-6-12 2-6-12 2-9-0 2-9-0 5.3-12 7-9-12 9-4-8 11-6-8 13-1-4 15-8-0 18-2-12 20-11-11 Zone 1 3x4 1 5x7 - 2x4 1 3x4 - 2x4 1 2x4 1 3x4 - 3x6 - 2x4 1 5x7 - 3x4 1 1 2 3 4 5 6 7 8. 9 10 11 2x4 - 17 16 15 14 13 FGT1 0-0-0 0-0-0 5-3-12 4-0-12 2-2-0 4-1-8 5-3-12 5-3-12 9.4-8 11-6-8 15-8-0 20-11-12 Loading General CSI Summary Deflection L/ (loc) Allowed Lad (Isf) BIdgCadr: FBC 20101 TC: 0.69 (5-6) Vert TL• 0.48 in L/518 (1415) L/240 TCLL 40 TPI 1-2007 BC: 0.56(13-14) Vat II. a25 in L/999 (1415) L/360 TCDL: 20 Rep Mbr Manse: Yes Web: Q86(10-12) H=TL• al in 12 BCLL: 0 D.O.L: 100% Crap Fart.,Ker=1.5 BCDL: 5 Reaction Summary 3T True Brg Conbo HgWddt Material Rgl Brg Wdh Max React Max Ow Uplift Max Wind Uplift Max Uplift Max Hartz 18 Pin (Mil) 1 4to Concrete Masonry 3.00 in 1,364lbs - - - - 12 H Ran (Inns) 1 1.5 in - 3.00 in 1:16416s - - - - Material Summary TC SP(AISC6-2013) SS 2x 4(Flat) BC SP (ALSC6$013) SS 2 x 4 (Flat) Wels SP (ALSC(,2012) N3 2 x 4(Flat) Loads Summary 1) Murimans(aag: attic lmrbng in aocardancewith ®C Tablo 1607.1 has not beer applied . lUio...F.n. 112 - m Q. _ T�Wt ;nAi'r-Mnr1—M r r.Rf _axial fam frax— ferceifdifr=tftanraxa)ial face) TC - _ 1-2 - Q257 011s r 45 Q485 -4,4951ts 7-9 Q391 -3,448 lbs 2-3 0.402 -144711s 5b 0.689 44951ts 9-10 a402 -3,448 lb; 3-40.396 -3,4471bs 6.7 Q473 4.495 is 10-11 (1256 Olbs BC 12-13 0.290 Z039 lbs 1415 Q557 4,49511s 17-IS 4291 Z039 lba 13.14 0.561 A257lbs 15-17 a554 Q42lbs Wds 1-18 Q022 -7I Ibs 4-17 Q336 -9341bs 7-14 Q340 6%Its (-52lbs) 10-12 Q89-z3641ts 2-18 a859 -z3641ts 4-15 O. 69411s (-36 ns) 7_13 a343 -943 lbs 11-12 QQ2 -71 lbs 2-17 Q834 1,643 lbs 5-15 a118 -374 lbs 9-13 Q096 _3061ts 3-17 Q095 -3M lbs 6.14 Q115 -366 lbs 10-13 0.835 1,645Its Truss -to -truss Connections Summary ID Carved Tess Canying Tnas Canying OBset Angie T17 FT2C FGII 414 270 deg TI7 '-' FT2C . .16-14 270 deg T17 FT2C FGfI 8-14 270 deg Tr7 " F• • TI.0 FGTJ 10-1.4 Model; T17 FT2C FGT1 12-14 210 deg T17 .. FM FGII K14 270 deg TT/ F77C FGII I6-1.4 270 deg Notes: 1) This dsigt is based an ASCE 7-10 as rderenced b7 the 2010 Flatda Bolding Co& 2) Unless otherwise specified ty the Widing Dsip7aer, me strongisck every 104P. 3) When this inss has been drsm for gnirty assuance inspection, the Plate Plaoenxxtt Method pefTPI 1-200UA3.2 shall be teed Cq= 110 4) 9rildmgDesipershall verifyselfweight ofter bras andotherdadleadrmtaials do not ex wdBCDL5 psf 5) Tnss-to4nss emnedim is for gaphical intelartatim only A hangza other sbud ral connection shall be p:ovidod to Heist the um reaction and toift shown in the Reaction Su my Stephen W.Warter ShucL Eng H 54395 2590N. King; High. FL Pierre FI -1495511 1 Southern Truss Companies, Inc. Truss: FT2B a 2590 N. kings Highway JobName: WS-5512-C-BR BAL-EXIN SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsTM TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 4/9/2014 257.46 PM Truss Page: 10f 1 Version: 4.35 2[Build 1 Span Pitch Qty OHL OHR PLYS Spacing WGT/PLY 21-1-12 0 /12 2 0-0-0 0-0-0 1 24 in 1101bs 21-1-12 19-0 2-6-12 2-6-12 1-6-12 2-31 1-6-12 2-6-12 2-6-12 2-9-0 2-8.0 5-3-12 7-10.8 8-5.4 Zone-8 13-3-4 15-10.0 1e-4-12 21-1-12 Zone 1 3x4 i 5x7 - 2x4 i 3x4-- 2x4 i 2x4 1 3x4 - 3x6 - 2x4 i 5x7 - 3x4 1 ° A a A 7 R Q 10 11 n-S� 17 16 15 14 13 1. A..n _ 1„7 _ Iva . Bxd - 4x8 - 4x 18 4x7 - FGT1 0.0-0 0-0-0 5-3-12 4-1-8 2-3.4 4-1-8 5-3-12 5.3-12 9-5-4 11-8-6 15-10-0 21-1-12 Loading General CSI Summary Deflection L/ (loc) Allowed Lend (tst) Bldg Code: FBC 2010' TC: Q77(56) Vert IL 0.49 in L/507 (14-15) L/240 TCLL : 40 TPI 1-2007 BC : Q57 (13.14) Vert U. Q25 in L! 981 (1415) L/ 360. TCDL: 20 Rep Mklnarase: Yes Web: 0.87(2-18) H=TL• Ql in 12 BCLL: 0 D.O.L: 100 % c cTFactor, Ka= 1.5 BCDL: 5 Reaction Summary JT Type Big Cmbo width Material Rgd Big Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Hai. 18 Pin(Wall) 1 4in Cmacte Mwmry 3.00 in 1,3740s - - - 12 H Rd! (fuss) 1 1.5 in - 3.00 in 1,374Its - - - Material Summary TC SP (ALSC6.2013) SS 2 x 4 (Flat) BC SP (ALSC6-2013) SS 2 x 4 (Flat) tads SP(ALSC6-2012) 63 2x 4(Flat) Loads Summary 1) Minimm storage attic leading in accordance with ®C Table 16(Y7.1 has not been applied 1)ii,....1..... T... .... C........ r.u.:.,,s,-,.s. xa.,.a,., in „a. rct f _r—m fmm. ifAff t fion nax aaal fact:) TC 1-2 Q255 0lls ` 45 Q506 -4,5661ts 7-9 0.395 -3,485 Its 2-3 Q407 -3,485bs 56 0.775 4,5661fs 9-10 Q407 -3,485 lbs 34 Q395 -3,485 its 6-7 Q5U3 4,5661bs 10-11 0.249 0lls BC 12.13 0293 ZQ571ts 14-15 0.5M 4,566l s 17.18 (1293 Z057 Ih; 13-14 0.573 A311 lbs I5.17 Q573 kill lbs wets 1-18 0.072 -711ts 4-17 ft-16) -%41ts 7-4 Q353 6961ts (38 lbs) 10.12 Q867-Z3861ts 2-18 a867 -Z3861ts 4-15 Q353 69611s (-381ts) 7-I3 Q350 -964lbs II-12 0.022 -7111s 2-17 Q846 1,66611s 5-15 Q120 -3831h; 9-13 0.096 -307lb; 3-17 Q096 -307lbs 6-14 Q129 -39311s 10-13 0.846 1,66611s 1Yuss-to-truss Connections Summary ID Camed7hss Canying Teas Carrying Offset Angie 7T4 F12B _FGfI L114 270 deg TT4 - FT2B FGTI 214 Z70deg Notes: 1) This c sigu is based on ASCB 7-10 as tef=ced by the 2010 Florida Building Code 2) Unless otherwise specified by the Building Designer, me shmgleek every 1(Y4T. 3) When this teas has been chasm for gality assuranoe inspection, the Plate Placmcrt Method per TP1 1-201VA3.2 shall be used Cq= 1.2Q 4) Bdlding Dmigoashall verify self weight ofthe toss and other dead Imd rmtedals m nctex cod BCDL 5 psf 5)Tnas-to-trss cmnectim is fwgtaphiml intapetation only. A hanger or other strctwal cmneGion shall be pwided to resist the]mxueection and uplift shown in the Reaction Sunmsy Stephen W. Warter shuct Fng 9 54395 2590N. Kings High. FL Pierce FI M951 —2-5- Southern Truss Companies, Inc. Truss: F12 ' + 2590 N. kings Highway JobName: WS-5512-C-BR BALEXIN SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsTm TRUSS 772 464-4160 772 318-0016 Fax COMPANIES (800 232-0509 () () ) Date: 14 257:47 PM Truss Page: I ofl of 1 Version:4352 [Bu17d 1 Span Pitch Qty OHL OHR PLYS Spacing WGT/PLY 21-8-0 0 /12 2 0-0-0 0-0-0 1 24 in 1131bs 21 8-0 2-9-0 2-6-12 2-6-0 1-6-12 1-10-0 2-6-12 2-6-12 2-6-12 2-9-0 5-3-12 7-9-12 9-0-8 11-2-12 13-9-6 1&4-0 18-11-0 21-8-0 Zone 1 3x6 - 3x4 I 5x8 - 2x4 I 3x4 - 2x4 I 2x4 I 3x4 - 2x4 1 5x8 - 3x4 1 2 3 4 5 6 7 8 9 10 m 2x4 - 16 15 14 13 12 09 - 3x4 - 3x4 - 3x7 - 4x9 - 11 17 4x8 - 4x8 - 0-M 0-0-0 5-3-12 4-0-12 1-104 5-1-8 5-3:12 5-3-12 94-8 11-2-12 16-04 21-8-0 Loading General CSI Summary Deflection L/ (loc) Allowed Lend ()Sf) Bldg Cal:: FBC 201V TC: Q7O (54� Vat TL• Q63 in L / 393 (1 -14) L / 240 TCLL; 40 TPI 1.2007 BC : 0.65 (14-15) Vat 1L 0.31 in L/ 792 (13-14) L/ 360 TCDL: 20 Rep Mbrinaease: Yes Web: 0.89(9-11) Herz TL• Qll in 11 BCIL: 0 D.O.L : 100 % Creep Factor, Ka— 1.5 BCDL: 5 Plate Offsets Qnt:X,Y,Angl: (1:1-8.2.490.). (2:a42A(1) (3:0{12490) (4:041$Q) (5:042119Q) (6:0C42.490L) (7:000) (8:04),2.490.) (9'aQ2-$Q) (lot]$2-a9a) (11.4424Q) (12aQ2-aa) (14:alZl-&Q) (I5.0121$Q) (16:042-0.01 (17.4-4240.) Reaction Summary 3T Type Big Carlo Brgwah Material Rqi But Wckh Max React Max Gmv Uplift Max\Vrnd Upift Max Uplift Max Hai. 17 Pin (Bell) I 4 in Concrete Masonry 3.00 in 1,408 lbs 11 H Roll (Wall) 1 8 in Concrete Masonry 3.00 in 1,408 lbs - - - Material Summary TC SP (ALSC6-2013) SS 2 x 4 (Flat) BC SP (ALSC6-2013) SS 2 x 4 (Flat) Webs SP (ALSC6-2012) 43 2 x 4 (Flat) Loads Summary 1) M iiniennn stmF attic 1®ding in accordance with IBC Table 1607.1 has net been applied - Member Forces Summary Table indilales: Marbm ID. rrnx CSl, nraxaxial face,(anx cWV face ifdiffermt fran rrex axial face) TC 1-2 0.256 0lbs 45 Q576 4809 lb; 7-8 0.418-3,5991b; 2-3 G419-3,594lbs 5-6 11701 �,81)B lhs 9-9 Q420-3,599lbs 3-0 a42 -1594 0. -4.8%11s 01bs Z 119I1s 14- G65416-1 OL b. BC 11.12 Q324 2,I191� 1415 QG544,808 Rs 1617 Q308 2,1121hs12-14 Q614 4,493IIs 15-16 a5% 4.469 lbs �00 Well 1.17 QQ2 -71 IS 416 Q370 -1,028 lbs 7-14 Q362 7131ts (� S lbs) 9-11 0.893 -Z458 Its0 tau Q@2 -ll l63 8®®©®B 2-17 0.890 _Z4501bs 415 G396 7A lbs 7-12 0.3A-1,0141bs 8.12 Q000-28511s 0®VPA 2-16 0'm 1,729 Rs 5-15 0.0 -4101ts 3-16Q097-307lts 644 QC97-277lb; 9-12 09'n 1.727 lhsW S E Bow Notes: O 0 0CPj` 1) This design is based on ASCB 7-10 as referahad by die 2010 Florida 13dldng Cod: O� �,f� GJ ° �O °o 2) Unless otherwise specifiedby the WIcling Dsigter, one stranpbackmery 3)When this tress has been chosen for giality asstasttce inspexim, the Plate Placereht Method per TPI 1-200LA3.2 shall be used Cq=1.2.C1 oo� ��9 p 0 ° h! p 4)Btdldng Dsilper shall verify selfweight otth inns and other dad lead nntaiats do not exceed BCDL 5 p:t c ©� o 0'( ° e O P` ey F L 0 •NOTICE•Acopyofth'sdesmsbalbefimihedtothcc=tbncommctor. fBonhbythe Budd'nglRs{once.AzalonthsdmwugndeatesacceptanceTofhpmdefessmnonanlhcosgbi&reeJm.aglmlusi�onhsbbaTmiydsooldyesfagnrtchreiterrustsacnodmmpq+uceiemmdemsi<samsMMLu-vd.b7yLlehesrTimab�TiMymanudfuaxctmoftrbaancdoremkposnump(mfothraennayccpmanccyuhanrbd°cmupgldteesignstherespodyof sthte Stephe1W.Wkter ShucL FngN54395 for- .Wib D:srer,puAlOITPII2OWChapler2•Wxmperhandfgemctbmmgmutandbmcng.Refertothehte9edihnofBCSlBuMbgCompmnlSRtynfmmalhphilym edby77andSBCA)- rt9albtbnmethodsaDdmpmmmrctybfomalmmhtbgt.11.e.1-.anumbnpmttalnlheabeoeofpecfiu.lbibnaMlemprymsmul/kacugVecdationsbyoftmtbciwahnhn(ncWug¢9a6nuntohmmes)aMtempomry 2590 N. Kin Hi �•FL Pierce Fl 34951 ream''et'l-chgo[thetr shalbebaccosdancewehBCSI-BlandBCSI-BiT z sahorequiepnma=tmdm-vt/bmengofchmdsandeenabuebmembem(ubeea8ated).ThadmwhgcrJjbd'natesthelxatb sfmhtemlre9mbt.The metlmdo[:Wnifualtrhssmem6erre me%Abti;dmuispecdlbcqmhycrkersspecifccomp[drMICaplai.Aflc teto,pbislmd d'ngomlbracbgdelaSsbaaoMancewihBCSI-B3orIiCSi•H7asappicabb.•B.BORW7•Tludesgoammesthe Irus'smawGeturcdnaceoNancewlhlhsdmuvga�the quaBycriem �ee�d'nATSffIPI l (3apter3. Mcomeetorphlesstul khBmebgdta M.B7.c.ppc.bb.-udingIksgnerpbdetnaP11,estbetr2;ispec'fact=emaccord bemawfact°rcdbySinram&mng-TeCominny.Im bacem&mewihESR-2762.A➢eomectmpbtes=-'Ogage.unkslhespec'dedpbteske'sfolhuedbya"-18" uLnhbdsalesan 1 S gagepbte. _ Southern Truss Companies, Inc. Truss: FT2A `~f " 2590N. kings Highway JobName: WS-5512-C-BRBALEXLN SOUTHERN TRUSS Fort Pierce, F134951 Designer. JAO Component SolutionsTMt COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: Page: I 14 257:48 PM I Truss of of Version:4.352 [Build 1 Span Pitch Qty OHL OHR PLYS Spacing WGT/PLY 21-2-8 0 /12 1 0-0-0 0-0-0 1 24 in 1101hs �g } 2-9-0 2-6-12 2-E12 1-s-12 2�-0 1-6-12 2-6-12 2-6-12 2-9-0 2-9-D 53.12 7-10-811-9-4 13-4-0 15-10-12 18-5-8 21-2-6 Zone 1 3x4 i 5x7 - 2x4 i 3x4 - 2x4 i 2x4 i 3x4 - 3x6 - 2x4 1 5x7 - 3x4 i 2 a 4 5 6 7 8 9 10 11 f-2A 177 .- 16 15 °ve _ 14 a,re - 13 4X8 - 18 4x7 - FGT4 0-0-0 0-0-0 5-3-12 2-0-0 4-1-8 5-3-12 53-12 9-5.4 11-9-4 15-10.12 21-2-8 Loading General CSI Summary Deflection L/ (loc) Allowed Lead (tso Bl* Code: FBC 2010' TC : 0.83 (56) Vat M Q49 in L / 504 (14-15) L 1240 TCIL: 40 TPI I-2W7 BC: G58(13-14) Vert U., 0.25 in L/975 (14-15) L/360 TCDL: 2D Rep Mr lnamse: Ys Web: Q87(2-18) Haz TL, Ql in 12 BCIL: 0 D.O.L : 100 % Crcp Fadq Ka- 1.5 BCDL: 5 Reaction Summary JT Type Bag Cook. )3tg Wddt Material Rqd BigMth Max Read Max Gray Uplift Mm Wind Uplift Max Uplift Max Haiz I8 Pin (Wall) 1 3.5 in Concrete Masonry 3.00 in 1,379Its - - - - 12 H Rdl (rnas) 1 1.5 in - 3.00 in 1,379Its - - - Material Summary TC SP(AiSC6.2013) SS 2x 4Mat) BC SP(ALSC6-2013) SS 2x 4(Flat) Wds SP (ALSC&2012) 93 2 x 4 (Flat) Loads Summary 1) Minir st<rag attic loading in accoftee with IBC Table 16(Y7.1 has not been applied llir.....t--- C....,...n.-.. ..o.rCr .,,a. axialf !„ex mra faa ifdifferntfmn nnx aJdal fact) TC 1-2 0.255 0;b; 45 0.524 -A5921Is 7-9 Q396 -14981ts 2-3 Q408 -14981s 5-6 G835 -4,59211s 9-10 Q408 -3,4981bs 34 096 -3.49811s 6-7 a524 4592lbs 10-11 Q255 0lbs 13C 12-13 Q294 Z054 Rs 14-15 0.578 4,592lbs 17-18 a294 Z064lb; 13-14 G590 A3311hs 15-17 0.590 43.3111s Webs lab aO22 -7111s 4-17 a353 -9721hs 7-14 a359 707 lbs (-331ts) 10-12 a870-Z3911b; 2-18 am -2,394 bs 4-15 0.359 797 Rs (-331Ls) 7a3 a353 -972 Ra 11-12 0.012 al IN 2-17 a850 1,67411s 5-:5 0.123 -39011s 9-13 Q037 -3071ts 3-17 Q097 -307Ibe 6-14 0.123 -3901ts 10-13 Q850 1,6741ts Truss -to -truss Connections Summary m CaniodTnss Canying Tess Carrying Offsd Ande Tr3 FT2A FGT4 124-8 Z70 deg Notes: 1) This align is based oa ASCE 7.10 as mleenced by the 2010 Flaida Hdldurg code. 2) Unless otherwise specified by the B dldng Designer, one strmgack every 10-W. 3) When this bass has been chsenfQQality ss=w inspection, thePlate Plaoarent MdhodperTP11-200YA-1.2 shall he wed Cq-I.M 4) 9rilding Designer shall vaifysdf welffit of the boss and other dad load r aterials do not exeeel BCDL 5 psf 5) Trss-to-trss connection is fagtaphieal interpretation only. A hangraothershrrhaal connection shall be provided to resist the=raction andtplift shown in the Reaction Stmernry 11 RX7rICE*11,M 11hi;d1sk—balb. fim .1 Whbythe B°I t gI)o*.r. A.0. 't. .0 IhgAdgo &crAISMI1 2007 ustalhruamelb.d aadisponam afelyit " L �p��®p 09©®gB© '(! o � try "�'�� peoe © it °o \' o °F° L°0 S B®N ®®® macomprteoessonhehrormalFa Stephen W. Warta Shun. Fng 054.195 lucedbyWlan SBCAspoprar.°r 1hfia b,Tf4end)a.d1 rorproper ilstbatobraoccs)andtempomry 2590N. }:inp; Hilt. FL Pies F134951 :at ia. for hteralresm u1. The eandar,IAI >.hteralreates era (3apler3. Alcwm«rwphlcsshil �7 mil In _ Southern Truss Companies, Inc. Truss: FT5 2590 N. kings Highway JobName: WS-5512-C-BR BALEXLN SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsTM TRUSS COMPANIES (800 ) () () 232-0509 772 464-4160 772 318-0016 Fax Date: Page: 14 257:49 PM I of 1 of Truss Version:4352 [Bui)d 1 Span Pitch Qty OHL OHR PLYS Spacing WGT/PLY 10-24 0 /12 6 0-0-0 0-0-0 1 24 in 57 Is i 2-10-12 2-9-0 1-8-0 2-10-8 2-10-12 5-7-12 TI-12 10-2-4 Zone 1 5x4 - 3x4 - 3x4 - 3x4 - 3 5 1 4 3 4 8 r 2x4 1 4 6- 2x4 1 2x4 1 3x6 - 0-0-0 2-10-12 5-7-12 1-8-0 7-3-12 Loading General CSI Summary Deflection L/ (loc) Allowed Lcad (p f) Bldg Code: FBC 2010' TC: a89 (45) VertIL• alH inL/999 (8-9) L1360 TOIL: 40 TPI I-= BC: a81(7-8) TCDL: 20 Rep MbrInerase: Yes web: a53(1-9) HOGETU 0.03 in 6 BCLL: 0 D.O.L: 100 % Creep Factor, Ka= 1.5 2-10-8 10-2-4 Reaction Summary JT Type Brg Carbo Big WdLh Material Roll Brg W(kh Max Rao Max Grav Uplift Max Wnd Uplift ),axupliR Max Horiz I Pin(wa11) 1 275 in Conaere Masonry 3.W to 67511s 6 H Roll (foss) 1 1.5 in - 30D in 6491bs - - Material Summary TC SP (ALSC&2013) 92 2 x 4 (Flat) BC SP (AISC&2013) 92 2 x 4 (Flat) Web; SP(AL3C6-2012)18 2x 4(Flat) Loads Summary 1) Minimmr stamM attic loading in accordance with IBC Table 1607.1 has no been applied Member Forces Summary Table indicates: Menber m, nnx CSl, max axial faco,(maz cmlx force if different firm max axial face) TC 11-2 a230 -905 lbs 12-3 0.671 _ -910ls 3d 0.757 -928 lbs 4S G889 0lbs 1-9 a527 1,038 Rs 19 Q074-203ILs 47 a631 I(A lbs SL QWJ -73 Its Truss -to -truss Connections Summary m CamedTms CanyingTnss Carrying Offso Ande TTI FTS FGT4 04-8 270 deg TTI - FI5-. .. - , FGT4, 24-8' . .. 270 deg TTI FI'S FGT4 44S 270 deg TTl FiS :...FGT4 .6-" 270 deg Tit FT5 FGT4 84-8 270deg TT1" FT5 ...;.FGT4 ;•104-8.. Z70 deg Notes: I) This dsign is lased at ASCE 7.10 as referenced by the 2010 Fluids fluilding Cade 2) Unless otherwise specified by the Bidlding Designer, we stmngack every 104r. 3) Men this truss has been chosen for galiry asswmm inspection, the Plate Plaow=t Method perTPI1-2007/Ai2 shall be iced Cq=I.X. 4) Brdldmg Designer shall verify self weight of the tnss and other dad load rmierials d, not arced BCDL 5 psE 5) Tnas4otnas annectim is fagapltiml intcgxdatim only A hmg3 or ether shnoual connection shall be provided to mist the=reaction and uplift sham in the Reaction Smmmy FGT4 0-0-0 ®qf1® UAA ®© 41 0000 p S` E °OOo Bd o op — \ °off Log ®moo aka m T o CD O ,A °F°L°o S S @B9B1® Stephen W. Waiter Shutt. Fng 054395 2590 N. Kings High. FL Pierce F134951 29 _ Southern Truss Companies, Inc. Truss: 1VTT1 2590 N. kings Highway JobName: WS-5512-C BR BALEXLN SOUTHERN TRUSS Fort Pierce,F134951 Designer. JAO Component SolutionsTM COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: Page: 4/9/2014 25855 PM I 1 Truss of Velsion:4352 [Build 11 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 4-8-12 5 /12 4 1-6-0 0-3-0 0-0-0 0-0-0 1 24 in 21 Ibs ' 1-6-0 I 4-8-12 4-8-12 2x4 1 5 0-0-0 0-0-0 4-8-12 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psE) Bldg code: FBC 2010' TC: R52(1-2), Vat TL• UQ5 in L/9% (3-1) L1240 TCIL: 2D TPI I-= BC: Q40(3-1) Vert U. 0.01 in Lf 999 (3-1) Lf?b0 TCDL: 0 Rep Mlrinaease: Yes Web: 013(2-3) H—TL• Oin 3 BOLL: 0 D.O.L : 125 % Crap Factq Ka=1.5 BCDL: 10 Plate Offsets (1nhXYAn )• (1.34A2-3,0) (2,]-IZ4$9a) (3:1-1Z3$90) Reaction Summary JT Type Brg Carbo ftWdth Material Rqd Brg Wddr Max Read MUG —Uplift Max Wind Uplift Max Uplift i -187lbs Max Hcdz 3-18 lbs 1 Pin (Wall) 1 8 in Conaete Masonry 3A0 in 2W Inc - -iv s 3 H Roll (Stnri) 1 1.5 in - 3.00 in 185 lbs - -157 lbs -157 Rea Material Summary Bracing Summary TC SP (ALSC6-2013) 02 2 x 4 TC Bating Sheathed a Puxlins at 63-Q Pudin design by Others. BC SP (ALSC6-2013) f2 2x 4 BC Bracing Sheathed er Puolins at 104Q Pudin dsigu by Others. Webs SP (ALSC6-2012) fD 2 x 4 Loads Summary 1) This toss has been dsigied fa the effects do to 10 psf broom dyad live load pl s dad loads. 2) This toss has been designed for the effe]s ofwind load; in accordance with ASCB7- 10 with the following ma de5ned input: 170 rrph ultimte Fvx= C, O%eWI BI&�Dim 85 If x 60 ft, h = 24 % Not End Zane Tnss, Neitha end web considered DOL= 1.33, CC Tare Widh 6IL 3) Minimsn storage attic loafing in accordance with )BC Table 16M 1 has not been applicd Member Forces Summary Table indicates: Monier m, nnz CS4 rtex axial face, (nor mnpc face if dlBerart forn nux ax al face) TC 41 0398 23Ibs 1-2 052)-1781ts 2-5 QQiS bits ^' BC }l 0395-219lb; Iw7 Webs 2-3 0177 333 Ibs (-109 lbs) lJ Notes: 1) This dsigr is basedon ASCE 7-I0as reference:dby the 2010 Florida Rrilding Cad: ©Q% 0 V" 0000O d� 2) Unlabeled plats are 2t420ga. 3) en this toss has been chosen gnliry assuranceinspslim, the Plate Plaoarcrt Method per TPl 1-200UA3.2 shall he used Cq=1.17. Wh ...... c 0 J� 4) 13dldng Designershall verifyselfwdoit ofthe truss andotherdad load nete"s do not exoecd TCDLOpsC 5) Toss -tom srtwe =nectim is fagaphital intcgxdafim only'name connections shall ben specified in the Construction Doonns sacrW the @rilding Dsigner. ©0® p o o O � � ° 6) Listed wind uplift reactions based on MMRS Only loading - ®-//�� ;S �No oo�m c ° LU \ \ G o t+ a � o S S 1®�10®®® Stephen W. Warter Stnacb Bog 1154395 2590N. King High. Ft. Pierce FI 14951 Southern Truss Companies, Inc. Truss: MT1E 2590 N. kings Highway JobName: WS-5512-C-BR BAL-EXLN SOUTHERN TRUSS Fort Pierce, F134951 Designer. JAO Component SolutionsT^' COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 74 258S6PM Truss Page: of 1 I 1 0fl Version:4352 rBuild 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 4-8-12 5 /12 1 1-6-0 0-3-0 0-0-0 0-0-0 1. 24 in 28 Ibs 4-8-12 4-8-12 3x61 5 0-0-0 0-M 4-8-12 4-8 12 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psQ BlgCndr: FBC 2010' TC: Q50(1-2) Wt TL• QM in L/999 (;-1) 1./240 TCLL : 20 TPI 1-20W BC: Q49 (3.1) Vet U., 0 in L / 999 (1-1) L / 360 TCDL: 0 Rep Mtrinaease: Yes Web: Q07(2-3) Herz TL- Oin 3 13CLL: 0 D.O.L : 125 % Creep Factor, Ka= 1.5 BCDL: 10 Plate OHsels(1nt:XY,An¢): (1:3-14,2-10.) (22-12.4-I5500.) Reaction Summary JT Type Brg Cenbo DgWdth Material Rqd Brg Wdth Maxlteact Max Gnv Uplift Max Wind Uplift Max Uplift Max Haiz 3 H Roll (Well) 1 5675 in Conaae Masonry Unlahavn 15011s-110lbs -110IN - — I Pin (Wall) 1 56.75 in Cmctele Masonry Unlanavn 2281bs --18311s •183 lbs 5391ts Material Summary TC SP (AISC6.2013) SS 2 x 4 BC SP (ALSC6-2013) @ 2 x 4 Wets SP (ALSC6-2013) Q 2 x 6 Bracing Summary TC Bracing ShathedorPudins at 6-34t Patin design by Others. BC Bracing ShathedcrPudins at 100-Q Pudin design by Others. Loads Summary 1) This toss has been designed for the effects of wind lad: in accordance with ASCE7 -10 with the following user d:6ned inpto: 170 Mph ultihmte, F-peastoe C, Oveall BIt Di= 85 ft x 60 R, h = 24 ft, Fnd 2me Tess, Neither end wcb omsideeed DOL- 1.33 , CC 2me NMdh 6IL 1) Minim°n stow¢ attic loading in accordance with IBC Tbble 1607.1 has not been applied Member Forces Summary Table indimtes:Menberm,maxCS4raxaxialforce, (n=carprfaceifdftfoentfrom naxaxialface) TC 4-I Q398 23 lb; 1-2 Q499 -1.109 IN 2-5 Q038 -711s r W 2- Q494 1,484lb, (464 402lbs) Wds 2-3 0.W4 484I1s (-1021ts) I, Notts: 1) This design is based o n ASCE 7-10 as refaenoed by the 2010 Florida Wlding Cad: 2) Gable webs placed at 16" nc., U.N.O. 3) Attach sta ctmal gable blocs with Ix3 20Za plates, U.N.O. 4) This less has been designed for injimewindloadng For bracngnxpirernents for rut- lane wind lading refer to the Constriction Docarents and'or SCSI-B3. 5)When this Ness has been chosen fargaliry assurance inspection, the Plate Placement Method perTP1 I-20VA32 shall be nerd Cq=1.17. 6) Btdh6ng Designer shall verify selfweignt of the truss and other dead load rmterials do not arced TCDL 0 pst 7) Listed wind tplift rations based on, MWFRS Only Ioarling ®BBB A®A 0© 00 � 000°oo o° S E 0 0 m°°®®'988� S I ®� ®gym 8008BB Stephen W.Warter Shad Eng ff 54395 2590N. King; High. FL Piece FI 34951 v Southern Truss Companies, Inc. Truss: D1 2590 N. kings Highway JobName: WS-5512-C-BR BALrEXIN SOUTHERN Fort Pierce, FI 34951 Designer. 7AO Component SolutionsTM TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 4/9/2014 257:49 PM Truss Page: l of 1 Version:4.352[Build I Span Pitch Qty OHL OHR CANT L CANT R PLYS ' Spacing WGT/PLY 19-4-0 5 /12 4 1-6-0 1-6-0 0-0-0 0-0-0 1 24 in 821bs 22-4-0 ' 1-6-0 6-5-6 3-2-10 3-2-10 6-5-6 1-61 6-5-6 9-8-0 12-10-10 19-4-0 04 - 3 12 5F— 2x4 k 2x4 / 12 �5 2 4 ro `* 0 3x4 - 3x4 - 5 1 8 T 7 6 5x7 - 0-00 0-0-0 9-6-0 9-6-0 9-6-0 19-4-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (Test) Blctco&: FBC 2011Y TC: Q72(1-2) Yet TL• 0.32in L/669 (6-1) L/24D TCL-L: 20 TPI I-2W7 BC: Q99(6-1) Vet LL• 0.07in L/999 (3n L/-160 TCDL: 0 RpMbrincrease: Yes Web: Q27(36) Hcrz TL• Q03 in 5 BCLL: 0 D.O.L : 125 % Creep Facto, Ka= 1.5 BCDL: 10 Plate Offsets(1nCXYAn)• 0:3-14VIM (2043.13,38) 0:043-1i00 (4:043.1138) (533-142-1Q) (6:042$Q) - Reaction Summary JT Type Bmcarbo HgWdth Material F4d Btg Wldh Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Haiz I Pin (Wall) 1 gin Concrete Masonry 3.00 in 678 lbs - -6W lb: 4B lts 5 H Roll (Wall) 1 gin Concrete Masonry 3.00in 678 Its - -6W Its -6W Its 661Is - Material Summary Bracing Summary TC SP (AISC6-2113) @ 2 x 4 TC Bracing Shmlhe aPulins at 4.5-Q Pwiin sign by0lhm. BC SP (ALSC62013) N1 2 x 4 BC Bracing sheathed ' Wds SP (ALSC6.2012) 0 2 x 4 Loads Summary 1) This toss has hrn designed far the effects de to 10 psf botten chord live load plus dead loads. 2) This toss has beat designed far the effects of wind loads in accordance with ASCE/= 10 with the following user rY6ned inpt: 170 irph dlimte, F)prstae C, Overall BkJg Dim 85 ft x 60 ft, It - 24 ft Net Fad Zone Toss, Neithcond web considned DOL= 1,33, CC Zane W ckh 6 R ' 3) Nfinitnan storage attic loading in accordance with IBC Table 16M1 has not been applied Member Forces Summary Table indicates: MerieID, naxCSl,maxaaalforce,(rrexrm¢force ifd&rcrtkin naxaxial force) TC Q398 ]31Is 0.672 -I,00D Its 4-5 Q719 1,M5 lbs (-1,2141ts) I7-1 I2-3 1.2 0.720 I,ZLS Its (-1,2141bs) 3-4 Q671-I.000Ibs 5.8 a. 7311s BC 5-6 Q986 1, 1061bs 1 a)5lbs 6-1 Q986 1 106 lbs (-%I lbs) I�•``J� Well 2fi Q197 5161ts (-3011ts) 3b QZRI 7061hs (-60911s)14-6 Q197 5161hs ON 1h;)I ®©® Notes: 1) This (kesigt is tasedon ASCB 7-10 as refarnad by the 2010 Florida Building Cam 9000 �ep 2) Unlabeled plates are 1,4 20,sa. 3) Mel this truss has beat chosen fa gality asstnrlce inspection, the Plate Placenett Method per TPl 1-2007/A362 shall be used Cq=1.17. Q cc 00 ,(•. °°J t.r BOA 4)BlnldingDesipe' shall verify selfwegbt ofthe toss and other dad load traterials dx not exceed TCDL 0 psf ` °,V J 5) Listed wind tplift reactions based on MWFRS Only lmdng Q©.gp ° Q '6 'Zo O•( e�®e®o° ��S S e ®®%,� '?MCE•Acopyonh'sdeq stolbefumrhedlothccmetuncontmctor. Thede.4 .fth'sndaid°allmv bs wdondesgncrierhandmquicmentsctppidbytheT%Ntmfactmeradreksnpontheacc°acyardcompL•le'—sofftirformatua xtfonhbythe Bwldhgilespter.Axatoolhicdmnhgud'eiiesaceeptancenfpmfetd+milengneemgrcspr+dt5ysby fmlhelnes;componentde.*.,b aThermsb7lyand=on6scomponentforanypancubrbuidbgdt.y sthemsponsbbyof StephenW `amaze S�Engq�95 the Budlh.lL her,NIAbb=1=007Ch.ple2.-WARNWC'T—c.qu:.reaparhanAg,emctiomgmntandbmcng.RercrlolhehtesedibnofBCSI(Buifvgeompmenl&relylnf malnnphtyprodmedbymmdSBCA)fmpmper rt°ahlimmellxdsandinpolammfetyWormathnrehthglotheenliecormruclbnpocesslntbeabxmcofgtecden°albl-unandi mposryreamiii/bm °g'ecd alh sbyothcmtbcivahtbn(heWhghstahtbntoL•mnces)andlemp—y �yDN. Kin Hi FL Pieta FI W951 1h• resmotNmengofthelshalhe baccordaaeewihlaCM-BI and RCSI-62 Truasabomquiepermanenl=4mhl/bmchgofclw&andcmabwebmembers(wimre id'eated). Thisd..i19. yisdcalesthe bc-li—rorhtemlresmht.7he meltwdo1id'n•Bin11,-memberresmh116-hggmlbcas.VcfedbytheBuioi gD:,bwrmA11SM I,Ch3ptc,2, Ispecle tnnspennanent 6mehgdei�nhnotyec� dbyoilrcrs.lh'sd�alMaccomp[dredbrsardardidusvyhteralresrahlaM dogmallraehgmeda.Ni ccordeaeewi6BCS1-B3or13C51-B7zsappk bh.•1AMTANr•Tb'sdesdmassmestlrclmshmamfa<lured'naccordancessdhthisdratwgamthegmbycriem spec'ded'nATSI/TPIt Chaper3.Alco Wrtihtesdal bemamfactdbySmpxn9mmg-TLCompxny,LneitaecordanawibFSR-2762.A➢cmmeclmphtesam20gage,miLsthegxc&dpbte..weshllnwdbya"-Ig"ut:rhhd'catesan lggagephte. � Southern Truss Companies, Inc. Truss: D2 r r ` SOUTHERN 2590 N. kings Highway JobName: WS-5512-C-BR BALEXIN Fort Pierce F134951 Designer. JAO Component SolutionslM TRUSSCOMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: I of 25750 PM Truss Page: of 1 Version:4.352[Build 1 . Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing W2416s Y 5-6-12 5 /12 1 1-6-0 0-3-0 0-0-0 0-0-0 1 . 7-3-12 . . 1-6-0 5-6-12 5-6-12 2x4 1 5 2 12 5F— N � N N R 0 3x4 - } 1 Lim 4 3 2x4 i 0-0-0 0-0-0 5-6-12 5-6-12 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psf) Bldg Corr: FBC 2010, TC: 079(1.2) vat IL 009 in L/618 (3-1) L/240 7'CLL : 20 TPI 1-2007 BC: 058 (3-1) Vat LL- 0.03 in L / 999 (3-1) L / 360 TCDL: 0 Rep Mtrincrease: Yes Web: 015(2-3) Hoer TL 0in 3 BCLL: 0 D.O.L: 125% Cnop Facto, Ka=1.5 BCDL: 10 Plate Offsets ant:XY,AngY. (1:3.1g2-3,0) (2:1-IZ4-&90) (3:1-12.n90) Reaction Summary JT Type D9 Cmbo Brg Wdth Material Rqd Erg Wdth Max React Max Gmv Uplift Max Wind Uplift Max Uplift 'Max Hariz 1 Pin (hall) 1 8 in Concrete Masonry • 100 in 230lbs - -204 Its-204lbs 3591ts 3 H Ml (Shut) 1 1.5 in - 3.00 in 21511s --18611a-18611s - Material Summary Bracing Summary TC SP (ALSC6-2013)12 2 x 4 TC Bracing Sheadted aPmlins at 63(4 Pmlin dsign by Others. BC SP (ALSC6-2013) t2 2 x 4 BC Bracing Sheathed a Pudins at 100{1 Puffin design by Others. Webs SP (AMC&20M N3 2 x 4 Loads Summary I) This mess has been designed fa the effects cir to lO tsf bottan chud live load plm dmd lmch. 2) This buss has been dsignod for the effms ofwind loads in aacrdanoe with ASCE7-10 with the fullowingtsa defined input: I70 trph Wfirmle, FVmtme C, Overall BIctDins 85 ft x 60 ft, h = 24 fl, Not FndZone Trws, Ncitherend web catsidad DOL=1.33, CC Zone VAdth 61 3) Mmitmirn storm attic loading in accordance with IBC Table IW7.1 has not been applied Member Forces Summary Table indicates: Merber m, rtax CS1, rrax axial fare, (max carps face ifddffaent fian ttax aAal face) TC 141 0231� 1-2 0787-21411c 2-5 0035 -611s .t BC }I QSS-295lhs Wets 2-3 a146 -184 lbs (.125 Ibs) Notes: ®�@@ tBB® q©® 1) This design is htsed on ASCE 7-10 as refeelced by the 2010 Flod&@dlding Cow ©�00s�1 6N � 'p' B 2) Unlabded plates are 2x4 20� ® ''U v 3) When this toss has been chosen for µWiry assurance inspection, the Plate Placernnt Method per TPl I-2(07/A3.2 shall be used Cq=1.17. 4) Buildity ng Designer shall vesdfweigtt of the toss and alter dyad load materials der not aceedTCDL O psf 0®� �SE °o O 5)Tnas-toaht¢hae connection is for gaphtml interpretation only Those conne(rions shall be w specified in the Construction Dmamns a per the Whing Desigaa. Op o ci oo ky( O© 6) listed wind tplift reactions based on MWFRS Only loading ® o �V o ►A 1:a c eo �� •O o0 a oPt4� b °°O° � L om ®®�®ono F° O�n ®� ° ° -NMICE•Aeopyoflhi;desgn9u➢befumibedtotheemetbncmtraclar. Thedramofthhndniivali—i' bxd.desyncriemnrdrequiementswM&-dbytheTr hbmdaetumrmMrc&supootheaccuraeyandcomphtemmofibe nformatun Stephen W. Warier self nhbythe B.MiagDesguer.Area 1.thsdmu-hgh&atesacceptance ofpmfebnalengircemgm.T— i&ymhyf thelow omponent d.*, iouo. The miab3tyard—fthis—r nc 1f°ranypancubrb.Hrgdesym'sthe responsb➢lyor Shheuct. FW. 54395 'be Bu0lhglkspne,perA4SYM1-2007Chepter2.•WARNB40•Trusv:smquiepmperhandbrg,emclin.m9mhtxndbmcbg.Refer1.thehtelediunofBCSI(B°51hgComponenlSafetylnfcmnalimFrnlbpmducedbyTn.a dSBCA)(.,proper rt5amtimmethodtandinpmta mfetyhformatimmbthgtotheenticco°smctbnpn emintheabwwcofVcci'euaahthnandtempomryrimht/bmchggrcir timsbyolbcmtbeiaa➢ibn(acid'nghsalbluntoL�=es)ardtempomry 2590 N. King Hier. Ft. Piece F134951 mslmbl/bmebgonbetr ssha➢behaccordnceudhBCSI-BIaMBCSI-B2.Tr ,alumqd.permanemm9mhl/bmchgofeberdsandcenaincebmembem(nhemi)&wted).Th'adrauitgonyid'calestMd:alimsfmhlemlmgmhl.Tlx me0pdofidaBmhniiaccue cwkhBCSIB3"Beau7asappbabi!-RdiilgLL•NrrrpuAesigoa 1,esibel isspmf3ctmdbacrentbmchgdilitdm tgudthegmfiycrth'adueci5cdomp➢dx PIl Chaididulry htemireslmhl and d'ngmal6acbgdetartbaccaNancewihHCS1-B3orBCS1-B7asapph�abh.•lh>PORTANr'Th'sdesgmasamesthe ltus'smanufactumd'oaccord viceulhth'sdraumgaudthe quatiycrier'n spec'drAnANSIffPI l Chaptu3.Neomrcclmphtes�a➢ temamdacuvedbySinrwn tmng-TeC=panyhshaccord, seoihi Si 762.Nco lorpbtesam20gage,uo0sthe.l-iredpbte,i,.,afohmedbya".18"uhchb&alesan IBgagephlc. Southern Truss Companies, Inc. Truss: FT3B 2590 N. kings Highway JobName: WS-5512-C-BR BALrF.XLN SOUTHERN Fort Pierce, F134951 Designe.r. JAO Component Solutiongm TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax. Date: 4/9/2014 25751 PM Truss Page 1 of 1 Version: 435.2 Phild 1 ] Span Pitch Qty OHL OHR PLYS Spacing WGT/PLY 17-11-8 0/12 7 0-0-0 0-0-0 1 24in 971bs 17-11-B 2-10-12 2-7-8 2-7-8 1.8-0 2-7-8 2-7-B 2-10-12 2-10-12 5-6.4 6-1-12 9-9-12 12-5-4 15-0.12 17-11.8 Zone 1 6x6 - 3x4 - 3x4 - 2x4 I 2x4 i 3x4 - 3x4 - 6x6 - 1 2 3 _ 4 5 6 7 8 0 15 14 13 12 11 10 9 2x4 Sx9 - 3x4_3x4 - 3x6 - 5x9 - 2x4 0-0-0 0-" 2-10-12 5-3-0 1-8-0 5-3-0 2-10-12 2-10-12 8-1-12 9-9-12 15-0-12 17-11-9 Loading General CSI Summary Deflection L/ (loc) Allowed Lad (pso BIIgCoJ:: FBC 2010' TC : 0.71(3-4) Vert TL- Q28 in Lf 745 (1344) L/ 240 TCLL 40 TPI I-2007 BC: Q47 (12-13) Vat Il-: 0.14 in L / 999 (12-13) L / 360 TCDL: 20 Rep tutu Increase: Ym Web: Q56(8-10) Hcrz TL• (106 in 8 WILL: 0 D.O.L : 100 % Crap Factor, Ka= 1.5 BCDL: 5 Plate Offsets QnMY,Ang): (1:6A3QQ) (2(I-IZIA0.) (3:RIACL) (4:142-Q90.) (5:142490.) (6:0-RIAO) (7,04ZI-W) (&6A-I-QQ) 2419Q) (I(k0d224LQ) (12241-&Q) (13:24I$Q) (14:0-IZ2-&Q) (15:4-4.2-a9Q) Reaction Summary 1T Type Beg Cmbo Brg Wdth Material Rqd Beg Wdth Max React Max Gmv Uplift M.Mnd Uplift Max Uplift Max Horiz . I Pin (Mill I 275 in CmatteMasatry 30) in 1,1671b; - - - 8HRoll (Wall) I 275 in Concrete Masonry 3.00 in. 1, 16711s - - - - Material Summary TC SP(AISC6-2013))2 2x 4(Flat) BC SP (ALSC6-2013) SS 2x 4(Flat) Wets SP (ALSC6-2012) (B 2 x 4 (Flabkept: 1-14 SP (ALSC6-2013) I2 2 x 4 (Flat) 8-10 SP (ALSC6-2013) M 2 x 4 (Flat) Loads Summary 1) Mininaenstoage attic Imdingin mocnimm with IBC Table 1607.1 has not beenapplied Member Forces Summary Table indatm:MerbcID,rratCS4tna�wdalfirm (nut =gxInto: ifdiffocntJim rrnsaxalface) Tc 1-2 Q225-1,7441t5 3-4 0.715-11531ts 54 0.715-11531hs 7-8 0.225-1,744Its 2-3 Q5364-5 0.699-11531b; 6-7 0.536-1,7491bs -1,749lbs 12-13 Q471 %15311. I415 Q113 011s BC 310 Q404 1 9lts 1412 Q401 2.6A Its 1}14 Q40i 2,67911s Il! Wds 5 0008 15lbs 3-14 .396-1,090lb; 5-;2 Q084 .266 fs 7-10 QIIS-37416 s i-.14 Q}IShS Z0021ts 3 0.379 7471ts 6-2 Q379 74711s 8-10 Q56.5 20tp It 2-14 Q118-3741ts 4-13 Q094-2661ts 6-10 (1396-1,0901ts 8-9 0.009 1511s Notes: Bp 1) This design is based on ASCE 7-10 as rdaenmd by the 2010 Flo ida Erildng Code O p,, �o°oG \V `S E Unless alhemise specified by the HwldingDmigner, me shm9bad every la-M. - OcpO O �e �, 3) Wm hthis truss has been chosen for assurance gality inspection, the Plate Placereent Methodpe TPl 1-20WJA3.2 shall be wed Cq=1.20. ©��g��"" 0 54b 4) BLdldng Designer shall verify selfweight of the hems and other dead lmdtrmterials dons exceed BCDLS{sC �� m easy o° eo o a Q� o ep eo R �� ' o o a ev ep e °o P leeO BOAe'B®�1 �L+ c� a7 �®IQ -N0nCE•Acopyofth'sdesgnsha1te f itt<drothee—tirncoetnctor. The de.Wofth'sndivHmilu bamdmdespncriem aodmquiementsmppkdbytheTmu lhbnufacimrandmLsuprmthe ace—yandcampblenesofthe nfnrenaton xl fonhbythe BeWing D:sk=A.xalonlhkdntvhgiMcatcsaecer4anceotpmfe&�'mnleagiieemgrevondtay.Lyforthcl ,S .ponent desrn9mtm.TM suiabSryanduv: ofth'scompnrcnt foranyrynculvbuiing deyen'sthe responsbdryof Stephen W. Warter /�l� Smper d. fig(f5439 the BuBhgu:.Wer,perA145VfP11-2007Chapter2.•WAPNM*TrusSesmqurepmperhandhtg,emcib,4mgmht and6mchg.RehrtnthchtesediunofBCS1(RulingCompncenl SifetylnformathnjohtypmducedbyTPland SOCA) furp h9agrti—ethedsandinpenam of tyid—.thnmhlhglolhcentkcongmctiDnp=ca lnthealet—ofspecrfc hqnitlhnandtemponryreght/ nhnchgVcinetitnsbyothersthert9ahttun(nckdbghlahlbntoL-mmex)andtemponry ��N. }:in High. Ft. Pierce FI W951 mambilb-citgofthetr s..duabebaccordanccttih BCSI-Bl and BCSI-B2. Trusv:salomquiepermanentm9nht/b.eioofchords ndecrtabmbmembcn(nhcwia eared).T'hsdmtvhgordyndcatesthebcati)mforbtemlmsmht.The methodofidi.•i1uhisinu...d.mrahBCSI-BCSf-apecdedbythe BediiySlANr-TirdT6L/r171,clthttr2;i...d.,t—ermacordaneigtdes'isdmwingand'edbyntiycrosds d ^ 1 cirudompEttedMI Cl lAeO.Alghtemlmhtess dhgoaalFrachgdelakhaeeordanceavihB(SI-B3 orBCS7-B7asappFcabt.•Q.4'ORTAM•71tP;desrmasarmesthe vussmanufactumd'naccordwceuihth'sdmumgandthequahycriem spec'GednATSVfP1l Chalner3. AEcorusclnrphtes3sE 1J 5 bemanufactumdbySmpwnStrmg-Th Comparry,Imhacmrdamc ibESR-276'-.Alcowectaphtesam20gage,unLst6especdedphiesim bfohmedbya"-18•avbbhhdea1esae 18gagephte. Component SolutionsTM Truss Version: 4.3 5 2[Build I Span 18-2A SOUTHERN TRUSS COMPANIES Pitch 0/12 Southern Truss Companies, Inc. 2590 N. kings Highway Fort Pierce, Fl 34951 (800) 232-0509 (772)464-4160 (772)318-0016 Fax Truss: JobName: Designer. Date: Page: Qty OHL OHR PLYS Spacing 7 0-0-0 0-0-0 1 24 in FT3 WS-5512-C-BR BAIrEXIN JAO 4/9/2014 25752 PM 1 of 1 2-10-12 2-7-8 2-6-12 2-2-0 2-7-8 2-6-12 2-9-0 2-10-12 5-6-4 8-1-0 10-3-0 12-10-8 15-5-4 16-2-0 Zone 1 WGT/PLY 96 lbs 6x6 - 3x4 - 3x5 - 2x4 i 3x4 - 2x4 1 3x6 - 4x6 - 3x4 i 1 7 3 4 5 6 7 8 9 16 15 14 13 12 n 2x4 1 5x9 - 3x6 - 3x4 - 2x4 i 4x7 - 46 - FGT4 0-0-0 0-0-0 2-10-12 5.2-4 2-2-0 2-7-11 5-3-12 2-10-12 8-1-0 10-3-0 12-10-B 18-24 Loading . General CSI Summary Deflection L/ . (loc) Allowed Load (Pst) Bldgcok: FBC 2010' TC: 0.46(4-5) Vat TL• 0.28in L/771 (13-14) L/240 TCIL: 40 TPI 1-2007 BC: 0.53(11-12) Vet LL• 0.14in L/999 (12-13) L/-160 TCDL: 20 Rep Mtrinerease: Yes Web: 0.72(9.10) Herz TL• Oin 10 BCIL: 0 D.O.L : 100 % 1 1 Ctcep FactocKa=1.5 Reaction Summary JT Type Brg Cerrbo Begwdth Material Rqd BielUdt_h Max R®C Max Gray Uplift Max Wind Uplift Max Uplift Max Hai. 1 Pin (Wall) 1 275 in Cmacte Masonry 3.00in 10 H Roll (foss) I 1.5 in - 100 in 1,1701ts - - - Material Summary TC SP (ALSC6-2013) SS 2 x 4 (Flat) BC SP (ALSC6-2013) SS 2 x 4 (Flat) Wes SP (ALSC6-2012) f8 2 x 4 (Flie)cept: 1-15 SP (ALSC6-2013)112 2 x 4 (Flat) Loads Summary 1) MinitnanstoeF attic lending in accordance with ®C Table 1607..1 has not been alylied nitrLI-...•.•.,. Q �-.-.xI f n— f—if lifiamt fiernttaxaxial f=) 1 LV 1Jp�B oO©OOa �� °� �O a E o o m Q m a m o PJa � o' P 1 0 o° W® S 101 � Ben®BBB®089BIl�®® T'C 1-2 2-3 a168 0.252 -1,79311s -1,797 lbs 3-0 4s 0.389 0.464 i2981Is -12%lbs 56 I 641 ON Q.127 -Z7951bs -ZIM 1s &9 0.246 OIIs BC 10-11 a257 1,708lbs 12-13 a533 3,298lbs 15-16 a113 01bs _ 11-12 C1533 129811s 1345 0.416 Z771 lbs Wets 1-16 0.0$ 1511s 3.15 0.415 -1,141 Its 5-12 aa55 108ls (-96 lbs) &Il a644 1:2681ts 1-15 G581 Z0581(s 3-13 Q413 814Ile Sll 0.298 4201s &10 0.720 -19811bs 2.15 a118 -37611s 4.13 a092 -293 lb; Gll 0.112 -35511s 9-10 a073 -721ts Truss -to -truss Connections Summary ID Carded Toss CanyingTnss CanyingOffset Angle T12 FT3 FGT4 0-&0 90 deg Tr2FT3 . Far4 2" .. 90 d:g Tr2 FT3 FGT4 4-" 90 deg TT2 +. F13 FGT4 6-" ..90 deg TT2 F13 FGT4 B60 90 deg Tr2 F13 FGT4 1Ob0 90 deg T172 F13 FGT4 12L0 90 deg Notes: 1) This design is based on ASCE 7-10 as referenced by the 2010 Flnida Bldlding Cod_ 2) Unless otherwise specified b y the Building Designer, one shmgback way 10-01. 3) When this toss has been chosen for q.aiity assurance inspection, the Plate Placarcat Method MTP! I-2007/A3.2 shall be=d Cq= 1.2(l 4) adldng Designer shall vedfy selfwdgtt of the toss and other dead lend iaterials der not o=cd BCDL 5 psf 5) Tms4o4nss eonnerlim is forV*ial interpretationpoly A hang ra othersinct nl eonneaim shall be pwided to mist the nax reaction and uplift shown in the Reaction Suavoy Stephen W. Waiter Sw2 Fng 1154395 2SON. Kind High. Ft. Piave Fl M951 . :?Lf Southern Truss Companies, Inc. Truss: FGT4 - 2590 N. kings Highway JobName: WS-5512-C-BR BAL-EXLN SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsTM TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 14 2:57:53 PM Truss I 1 off Page: f2 Version:4352 ulld 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 13-3-4 0 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 2 12 in 78 lbs 13-3-4 2-7-14 2-7-14 2-7-14 2-7-14 2-7-14 2-7-14 5-3-11 7-11-9 10-7-6 13-3.4 6x9 - I 5x6 - 9 2x4 1 3 2x4 1 4 6x9 - 6 7 12 2x4 1 2x4 � [E9! FIEVE Imo: 760-071 0-0-0 0-0.0 2-7-14 2-7-14 2-7-14 2-7-14 2-7-14 2-7-14 5-3-11 7-11-9 10-7-6 13-3.4 Loading General CSI Summary . Deflection L/ (loc) Allowed Caned Loads 4EI) BldgCode: FBC 20101 TC: 0.83(3A) Vat TL Q39 in L/386 (9-10) L/240 TCLL: 40 TPI I-2007 DC: 0.82(9-:0 vat Q2 in L1774 (9-10) L1360 TCDL: 20 Rep Mbfncrease: No Web: Q75(2-0) H=TL- QOt in 7 13CLL: 0 D.O.L : 100 % Creep Factor, Ka= 1.5 Reaction Summary JT Type Brg Carbo Brg Width Material Rqd Brg NM(kh Max React Max Gav Uplift Max Wind Uplift Max Uplift Max Hods, 12 Pin (Wall) 1 175 in Concrete Masonry- 3.00 in 6,729Is - - - - 7 H MI (Wall) 1 3.75 in Concrete Masonry 3.00 in 7,065 Its - - - - Material Summary Bracing Summary TC SP (AISC6.2013) SS 2x 4 TC Bracing sheathed BC SP WRO.15 2x 6 BC Bracing sheatheda Palins at IOOQ Pudin design by Others. Webs - SP (AlSC6.2012) N3 2 x 4 oecept: 1-12 SP (ALSC6.2013) N2 2 x 4 2-10 SP (ALSC6-2013) 92 2 x 4 6-8 SP (ALSC6.2013) SS 2 x 4 1-11 SP (ALSC&2013) SS 2 x 4 5.9 SP (ALSC6-2013) N2 2 x 4 6-7 SP (AISC6-2013) N2 2 x 4 Loads Summary 1) This toss has been designed fir the effects dx: to 10 psf bottan chord live load plus dead loads. 2) Standard Loads on Tosses Carded by this Girds. TC line = 40 ps(�TC Dead = 20 psQ BC Live = 0 psg BC Dead - 5 psL 3) This toss has been drsigned for the eBexxs of wind load: in accordance with ASCE/ - 10 with the follovingtser defined inpra: 170 nph Wtinat5 BVmme C, Overall Bhp Dina 85 ft x 60 ft, h = 24 ft, Na Fed Zone Tess, Neitherendweb considned DOL- 1.33, CC Zme Width 6 ft. 4) Minimmr stamge attic loading in accordance with IBC Table MGM has not been applied 1�•J� Load Case D l: Std Dead Load Point Loads Lmd Tdb Width Merrba Location Direction Bat Chd 04.8 Down 2511ts 24 to BotChd O6-0 Dave 451Its 24 in o Bot Chd 24-8Dave 251 Its 24 in Bot Chd 2-" hd 4-0-8 DDoan 451 lls 24 in _ Bot Covn 251 Its 24 in v"a ��o° Rd Chd 460 Dom 4511h 24 in 5111s 24 in mpyq�o 'cy�1"• Bot Chd 6d8 Dawn -0 Dann 451 Ina 24 in Bat Chd 6-6-04 Bat Chd 84-8 Dam 251 Qs 24 in eLU e Hat Chd 8b0 Dam 45] Its 24 in Bot Chd 1048 Dam 251 It.24 in But Chd 166.0 Dam 451 Rs 24 in Bot Chd 124-8 DCwn 5-101ts 24 in p � o 0 Bat Chd 12L9 Doan 451 Ibs 24 in R °°oo �(((-��` O 49 Y fl�* %%% Stephen W. Warter Strucl. Eng N 54395 2590N. King; High. Ft Pierce FI 34951 5 �` Southern Truss Companies, Inc. Truss: FGT4 a« , ;. h : 2590 N. kings Highway JobNarne: WS-5512-C-BR BAL EXIST SOUTHERN Fort Pierce, F134951 Designer. 7AO Component Solutions7M TRUSS Date: 4/9/2014 25753 PM Truss COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Page: 2 of2 Version:4.352[Build 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 13-3-4 0 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 2 12 in 78 lbs User -defined Load Case LI : TTC Load Case Point Loads MCnba location Direction Inad Tfib R(drh Bot Chd 048 Down, 399 lbs 24 in not Chd 040 Dam 719 lbs 24 in Bat Chd 24-8 Down 399 His 24 in Ed Chd 2-&0 Dam 719 His 24 in Bat Chd 44.8 Dam 399 lbs 24 in Hat Chd 4. 0 Dam 719 lbs 24 in Bot Chd &" Down 399 lbs 24 in Bd Chd &&0 Dam • 7191bs 24 in Bat Chd 84.8 Dam 399 lbs 24 in Bat Chd 86-0 Down 719 Ts 24 in But Chd 1048 Dam 399IIs 24 in not Chd I0b0 Dam 719Ibs 24 in Bi Chd 12-045 Dam 8481hs 24 in Bd Chd 12-"Dam 719 lbs 24 in Load Combinations •H Lad Conbo - Facto Load Dma6m Factor 1 DI I.(m (1900 .2 DI+LI 1.000 1.000 3 Dl+III 1.000 1.000 4 . DI+0,75 LI+0.75 Lrl LOOD 1.000 5 Dl+n6 N3 I.(m 1.330 6 D1+a45 WS+Q75 L1+Q751xI L000 1.330 7 DI+0.45 W+(175 LI Loon 1.330 8 0.6 D1+Q6 VA. 1.000 1.330 9 0.6 D1+0.6 WL 1.000 1.330 10 0.6 DI+Q6W4 _. LOOD L330 "11 0.6 D1+0.6 W8 LODO 1.330 , .. .,.. 12 ,. 0.6DI'+0.6W9'.:.•.� ..- .. LOOD ._-L330..+ 13 _ D1+L10• _ 1.000 1.250 14' DI URI .. - IA00 L000_ 15 DI+I1R2 1.000 1.000 ' 16... Dt+FPI _ L000 1.006„ 17 DI+FP2 1.000 1.000 Member Forces Summary Table indicates: MerberlD, r nz CSI, nx opal fact, (max carte face ifdffemrt fnm max opal face) Truss -to -truss Connections Summary ID CamedTrss CanyingTnss Carrying Offset Angde TTI FT5 FGT4 04-8 Z70 deg •T2 ... FC3 .. - . . " FGT4 ,- _ 06Qy,.. 90 ft TTI FT5 .. _ FGT4 2A-8 270 deg TT2` 'FT3 ' FGT4_.' 240 . 90d:g_�'.- TTI FTS FGT4 44-8 270deg :: FT3' FGT4 .460 90 deg FT5 .FGT4 &48 270 deg_ ...,:,F13 ...ts,: t...i FGT4'...-`f.,90d:G TTI FTS F(i i4 &48 _ 270 deg TT2 FT3- FGf4, Sb0 90deg '- TTI FT5 -• FGT4_ 104-8 _ 270 deg F72 . t _.-Tl:.., :' FGT4 -. '. 1060 90 d� ll . TO FT2A FGT4 I24-8 Z70 deg - ;•.,TT2; ,.'... F'13,.t ., FGT4 � ., 1240: .. 90 hg Notes: 1) This design is based err ASCE 7-10 as mfetetcod by the 2010 Florida Btrilding Code 2) Men this bras has been dioscafa gelity assurance inspection, the Plate Plaontent Method pa7PI I-2ID7/A3.2 shall be used Cq=1.17. 3) Provide adM2tc daina� to prevent patting 4)The faces shown fa this roulti-ply toss are per ply and the reactions are for all plies. Two i�ttial tosses shall bebuilt and attached as fdlays: TC -I row of IOdNails orGm Nails [min .I2"x27/87] C 12" arc, BC-2staggeedrows of lOdNails orGtm Nails [ndn .lr)a 7M'] Q 275 " cc , W s - 1 row lOd Nails a Gorr Nails [min .12"Y2 7/8"] C 9 " o.c. 5) Fasteners ate sized for a sirnply supported mrifamly laded toss. If the tnss is not singly supported a isolated point lads edst, i.e. point lads are not insistently spaced a Beater than 24" arc, fasteners rust be siacd by the buss engineer. 6) Where aspired sufficient hangars shall be pwided (by others) to resist reactions shorn. 7) Install Ore semss/nails on one side; do not flip toss. Smew•s/nails shall he installed in Ore sane tnss ply that the hangers am attached to 8) All fat braceners i shall irnurn-10lattached to each less y. o 9)All fasteners rrdnirrwn2-UT Tong unless otherwise nctat �Vy 10) Nails in 1st and 2nd ply shall be staggered £torn successive plies by 1/2 the nail spacing 11) Listed wind toift maims lased on MWFRS Only lading ° �� o �� ° 5 Eo plb op ° °°oo too C) P Vv+ ° ° y o m �! c !� ,� O �a P °OO°� ��S S 1 . V Z �e®aaee�a� 'NOTICE•Aeopyofthbdc*sh3Bbchmftedlutheemethnconimcim The devamofthshd'nilwltr hbamdondesymcricrh mtdrequiemcra—M6tdbytheTnu ?.b=facnucrandreksuponthe aceteacyandcmnphtercsofthe uformatun Stephen W. Watter xt tonhbythe Dwllhg DesLmer.AmalonthsdmavgndeatesaeceptaneeofpmfersoarlengiteerngregnnsbbymByfrtWt=compomnidegmdto=.The:uiabStyandmofthiscompmrenlforarryponhuhrbnwgde m-si6<rezponsbdiyaf S�Engft �95 theBuM DesQ r,perAt-Wwll.2007Chipler2.•wAHNM-Tr smquiepmperWndTar.cm1imm9mbtawbmcng.Referiothehtc4edihnoBCSIBuVugComponent Snfetylnforural'onyntbpred—db} ,gdSBCA)fmpmper �yD N. King;Hi FG Pierce F13A951 iaamtimmethodsandmponantmfctyhrbrmaibnwhthgtotheemieconAmctimpoces)nlheabwnceofsMcde¢4albtbnandiempomrymankl bmchgsNc-dcat6nsbynlhers.tlreima0tun(neLdngimalhtbotnhmnces)andtere"gh• rcslmiIA-m hgofthet—t 4.1behaccordancersdbDCS1-BIaMBCSI-B2Tr�sa&tmquiepermarcatrestmht/6mcbgofchortsandcatahuebmembers(nlzreiMcated).Th'sdmuitgonyiidkates16e1xatiutsfmhlemlmAmht.The meDrodofid'n•iltalunnsmemberrmmhBCSI-4.dtBCSI-7asap abL.-ttdi:tgLANIreTedc*aestbet=i,.a-1,t—db.rtentbmchgdebirdmisg dih yothers,thrih,,Macenmpd MIChdard'ndmtry htemlreAmhtand d'ngoa�Iltrachgdetadshaccordaoces��hBCS7-H3 °rBCSI-D7 asappkabL•.•D.40RTANf•Tludesizoass®esthetnvss-smamrfactmcdnaccordancealhth"sdmu�ogandthequa6ycrierh specded'nA1SUIP11(bapter3. McomeetorpttershaA he manulactmdbySmpsu9mng-TcCompany.Inehaewrdwcezih ESR-2762.Ancoonectmpbtesare20pge,tonhsthe.Wcfsdpblesue-r:foh+uedbya--18"abchid'ratesan ISgagepbte. Tc 1-z x-3 ns13 a752 a,sPrslls -7.ffi011s is 4s a878 a752 a.?so)I>s -7.201Fs sv ors -499a11� He 7-8 az7D 7D 16a 9-lo n8z0 7,zso lr,s a-Iz az31 681hs 8-9 0.603 4,9981hs 10.11 Q588 4,8841ts Wds I-12 n6i5 581ts 2-]0 0.752 2,6641Fs S9 0.7I6 2,5381ts 67 a657 •2,61811a 1.11 a6S 5,41711s 310 0.0t0 -7811s S8 Q549 -I,W81ts 2-II n577 •1, 13311s 49 aat8 -7516s 6-8 0.640 5,543Ih; Southern Truss Companies, Inc. Truss: FG12 2590 N. kings Highway JobName: WS-5512-C-BR BAL-EXLN SOUTHERN Fort Pierce, F1 34951 Designer JAO Component SolutionsTM TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: Page: 4/9/2014 25754 PM 1 of2 Truss Version:435.2 [Build 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 18-7-12 0 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 12 in 92lbs 18-7-12 3-5-8 3-5-8 3-5-8 2-0-13 2-0-13 2-0-1.3 2-0-13 3-5-8 6-11-0 10-4-6 12-5-5 14-6-2 16-6-15 18-7-12 6x6 1 2x41 4x6- 3x12- uxIU- —I -- 3x12 - 6A - 2x4 i 4x7 - 2x4 1 5x5 - 3x6 - o z 4 5 6 7 8 9 2x4 i FGTS 0-0-0 0-0-0 3-5-8 3-5-8 3-5-8 2-0-13 2-0-13 2-0-13 '2-0-13 3-5-8 6.11-0 10-4-8 12-5-5 14-6.2 16-6-15 18-7-12 Loading General CSI Summary Deflection L/ (loc) Allowed Caned Lmds (pst) Bit Code : FBC 201W TC: Q79 (45) Vat ML 0.47 in L 1453 (12-13) L/ 240 TCLL: 40 TPI I-2007 BC: Q98(12-13) Vat UL 0.16 in L/999 (12-13) L1360 TCDL: 20 Rep Mtrinaease: No Wcb: 0.97(5-13) Haz TU Q03 in 9 BCLL: 0 1 D.O.L : 100 % CnxpFactcc Ka= 1.5 Reaction Summary 1T TWO Bog Carbo Ekg W(th Material Rod Btg Wdtb Max React Max GW Uplift Max N,nd Uplifl Max Uplift Max Horiz I Pin (Wall) 1 275 to Cmacte Masonry 3A0 in 1,01411s - -IB lhs -Ill lts 9 H Rdl (Wall) 1 8 in Catoacte Masonry 3.00 in 1,045Is - -91 Its -91 Is Material Summary Bracing Summary TC SP (ALSC62013) 92 2 x 4 except: TC Bracing Sheathed or Pudins at 2-2-Q Pudin design by Others . 38 SP (ALSC62013) SS 2 x 4 BC SP (AISC62013) SS 2x 4 except: BC Bracing Sheathedor Ptatins at 84-4 Pwiin dsigtt by Others. 9-13 SP M47/Q 15 2x 4 Webs SP (AISC620M 18 2x 4 except: 1-15 SP (ALSC62013) #2 2 x 4 7-I l SP (ALSC62013) f2 2 x 4 Loads Summary 1) This toss has been (ksigned for the effects de to 10 psf bottom chord live lad plus pled load:. 2) Standard Loads on Tosses Canied by this Gintr. TC Me = 40 psf;TC Dead= 20 psf BC Lhe = 0 psQ BC Dad = 5 psf. 3) This toss has been dmigued for the effects of wind lad; in aooxxdance withASCE7- 10 with the following user damned input: 170 mph ulthmte4 F.Bxsun: C, Overall BIB DinS 85 ftx 6A fl, h = 24 it Not End Zane Toss, Neither end web considered. DOL- 1.33, CC Zone Width 6 14) Mmitnan storage attic loading in aomdance with IBC Table 1697.1 has not been applied Load Case Lrl: Std Live Load PomtLoads Marber Location Dinx]im fond Tnb \Vdth Bat Chd 104.8 Dam 147lbs Load Case DI: Std Dead Load Point Loads Marber Location Direction Lmd Tdb Wdh Bot Chd 1048 Dom 4181ts User -defined Load Case Ll : TTC Load Case Point Loads Marba Lotion Direction Iced Ttib Wdth Bot Chd 10" Down 554lbs Load Combinations d Lead Conbo Factor Lmd Duration Factor ] DI 1.000 Q9(10 2 DI+LI 1.000 1.000 3 Dl+Ld 1.000 1.000 4 D1+0.75 LI+G75 Lrl LOW 1.000 5 DI+0.6 W3 1.000 1.330 6 .. D1+Q45W3+Q75LI+Q75L1 1.000 1.330 Stephen W. Warter Shut. Fag 0 54395 2590N. King; Hid. FL Pierce F134951 37 Southern Truss Companies, Inc. Truss: FGT2 2590 N. kings Highway JobName: WS-5512-C-BR BAT EXIN SOU TRUSS Fort Pierce F134951 Designer. - JAO Component Solutions7hl COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 2014 25754 PM Tmss � Page: 2 o 2 f2 Version:4.352 lad 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 18-7-12 0 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 12 in 921bs 7 DI+Q45 W3+0.75 LI I.00D 1._Lg0 8 0.6DI+Q6W1 Lo0D 1.330 9 0.6 DI+0.6 W2 1.000 1.330 10 Q6D1+Q6W4 1.000 1.330 11 Q6 DI+0.6 W8 1.000 1.330 12 Q6DI+0.6W9 '1.00D 1.330 13 DI+LIO" 1.000 1.250 . . .. 14 ... yDI+URI,' • - - I.00D...:;:. , . ..... . • 1.000_-.�.e .... .. IS D)+UR2 1.000 1.000 . DI+FP1'' . _ _ .. L000.�- 17 DI+FP2 L000 LORD Mpmhpr rinrCPC Cllmgll Sirtr Tahle indicates: Maria 11). nax CSL max Wal ftxrxi(nax rarer force ift8ffereiat fiorn rrax adal face) TC 1-2 2-3 Q294 0.513 -1,994lbs -162911s 3-4 4-5 Q505 Q785 A793 lls 47931Is 5-6 6-7 0.646 Q614 .3,231 lb; -1231 lb; 7.8 0.130 -1,267 is BC 9-10 Q114 381ts (-9 lbs) 11-12 11983 3,231 lbs (A981ta) 13-14 Q521 3,698 lbs (42511s) I5.16 OLM5 401ts (441hs) 10-11 6662 1,2V Its (-248lbs) 12-13 0.983 3,231 lbs (A98 lbs) 14-15 (1323 ISM lbs (4151M) Wes 1-16 0363 2311s 3-14 G205 -6621bs 5-12 Q181 -59411s 8-10 Q757 1,50511s (-M lbs) 1-IS Q6R 2, 134IIts (440Its) 3-13 Q632 ],265 lbs 611 RM -712 Its 8.9 Q436 -998lb; 2-15 Q264 -85311s 4-3 a113 -3651hs 7-11 0.693 Z420 lbs (-3161ts) 2-14 Q899 1,TA lbs (-215 Rs) 5-13 0.974 1,91711s (4481bs) 7-10 0.344 -1,121 lbs 11russ-to-truss Connections Summary ID Carved Tttss CarrAngTnss Carrying Offset Angle TTIO FGT5 FGT2 1048 270 deg Notes: 1) This design is based on ASCE 7-10 as wleretced by the 2010 Florida Btdldng Co&- 2) When this bliss has bear chosen fa gelity wsaance inspection, the Plate Plaramlt Method pa TPl 1-200UA3.2 shall be used. Cq= 1.17. 3) Provide ad gate drainage to lx v t pending 4) Listed wind Loitt radions based on MWFRS Only loading 'NDIICE•Acopyofthisdesgp,sbaabe Innalted to the aectuncommctor. The de.* ofth'siti ilwltrassbawdondes�ncriem and requiremcnlssappkd by the Tmshfanufctmerandtelcsuponthe accuacyandcompittenessofthe uformaton Stephen W. Wormer let fanhby the BuldngLL.dprcr.Axalon tb'sd—iigndcalesacceplaoce ofleofescnalengoeetng r 9—laby mby forthe b—componenl dedgn stove. The sdabdlyand use ofibbcompneent foranypankuhrh°dingdeso hibe tesponsDSry°f S � d � The BuOffigD.-*er.NrAt•1SYM I--'2007 Cbapter2.-WARNM-Tiuxsrequrepmperhandfing,emcton,te9mnt andbmeng. WertoThe blest editbn ofBCSI (Bu5logCompowni Safelyhtfoamatnnphlypnuduced byTPland SBCA) forproper B naamtnnmethodsandiaponant safety ufotmatnatehtingtothe emir conamclbnprccesx Inthe ab.., efgcc'dc h9aQttionand tempomrymsmnt/bracngspecE'catnnsbyotheathensaitbnfabd'ngn.9ahaontalemes)andlempomry 2590 N. Kings Hig)t. FL Piatx Fl M951 msmnt/b-engofthe ton ,halbe naccordanee ni1aBCSI-BI andBCSI-B°53s 2. Ttabomquiepermancan resmnT/bracingofchordsadeettahaebmembers(,hb—n&ated).Thi;d—bgonyndcatesthe IxatonstorhiemlmsmnLThe method°fnd'rdmltr memlxrresmbt/bmcngfialbe-specifedM•the BudingBusgwrPer ANSVTH(,Chapter]: fspecdc tnxspermanenlb=hSdespnnnol spec'fidbyothers,tb-shalbeaccomplibedbysnndardidrmrvntemlre9mnt and dogonalbmchgdetafnaccotdaneeaihBCSI-B3 orBCSI-B7asapplabL•.•B.9'ORTNf•Th'sdesly—n.,thetruesbeeaneractulednaccordanceniihtUdmtvngand the gw8ycriernspeei�dnAASU1771 Clupler3. Alconeeclorphi esshal bemmmfactumdbySapnnStmng-Te Compoy,LcnaecordaweuihESR-2762.Alconnectorphlewm'-0g�ge,wLstMgp c'dcdphtc.mc'sfomncdbya"-18"nhch id'calesan 18gagephte. 313 Soutbern Truss Companies, Inc. Truss: FGT5 1, tier r .6 = 2590 N. kings Highway JobNatne: WS-5512-C-BR BALrEXLN - �. , SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsTm COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 14 2:5755 PM Ttuss I off Page: 1 of2 Version:4.352 ulld I Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 74-0 0 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 12 in 42 Its 7-0-0 3-8-0 3-8-0 3-8-0 7-4-0 3x9 - 2 1 3x9 - 3 1 2 6 5 2x4 I 7x12 - 4 2x4 I F TFff7j FT7A F T 3-8-0 3-8-0 3-8-0 7-4-0 Loading General CSI Summary. Deflection L/ (loc) Allowed Caniedloads()st) Bldg Coot: FBC 2010' TC: 0.27(2-3) Vat TL 0.08in L/999 (56) L/240 TPI 1-20J7 BC: 0.56(56) Vat IL- 0.04 in L/999 (5.6) L1360 TCLL: 40 TCDL: 2D Rep Mbrinc=c: No Web: 0.77(3.5) Hon: TL Oin 4 DCLL: 0 D.O.L: 100% Creep Factq Kcr=1.5 BCDL: 5 Plate Offscts(1nt:X,YAnR): (1:483-U.) R'0(138.90.) (3.48380.) (414M%) (5:OQ484) (6:1-lZ.A9a) Reaction Summary 1T Type Hg Conho Bg%Mkh Material Rol Hg Nldh Max React Max Gray Uplift Max Wind Uplift Max Ulm Max Haiz 6. Pin (foss) 1 1.5 in - IOU in 991 Ibs - - - 4 H Roll (roes) 1 1.5 in - 3.00 in 783 Ibs - - - Material Summary Bracing Summary TIC SP (ALSC6-2013) Q 2x 4 TC Bracing Sheathed mPalins at 44A Perlin dsigt by Others. BC SP (ALSC6-2013) Q 2 x 6 BC Bmcing Sheathed or Putdins at 10-M Pudin $igu by Others. Weds SP (ALSC6-MM H3 2x 4 Loads Summary 1) This buss has been designed fv the effects due to 10 )sf bottm duxd live load plus dad loads. 2)Stand.dlvzdsmTnsscs Camedbytbis Ginter. TCI3tc=40psCTCDead=20psCBCU,s =Opsf;BCDead=5psC 3) This tnss has been designed for the effects ofwind loan in accordance with ASCE7. IO with the fbibming user defined input: 170nphulthmte,Espestne C,Ov IIBIt Dim85 ft x fA ft, h = 24 ft, Not End ZmeTr ss, Neitherand web cansidied DOL- 1.33 , CC Zone Wtd[h 6 ft. 4) Minirrsrm storage attic loading in accordancewith IBC Table 1607.1 has not b= applied Load Case DI: Std Dead Load Point Loads Mmber Location Dirrdim Lmd TnbNldh Bat Chd 1-24 Dawn xislbs 24in 1� A99® AAA og®B 715 ts 24in Bot Chd 3.24 Down I Bat Chd 5-2�i Down 1921bs 24 in Q® 6g User -defined Load Case Ll: TTC Load Case O�° � E Point Loads Merrbc I.aatim Direction Load 24Nldh Bat Chd 1-24 Dovn -,a lbs 4in But Cbd 3-7 Dam 328 lbs 24 in Bat Chd 5-2.4 Dam 307lbs 24 in User -defined Load Case FPI : TTC Load Case z m POmtLaads Location Direction Cued Tdb Wdth o o Y o Qr� o rf4 O Marta Bat Chd 1-24 Down14016; 24 in UP �� Y� o `l1Op mod Bat Chd 3-24 Dom 1401bs 24 in Bot Chd 5.2.4 Dvvn 121 Ibs 24 in o \ o° •c� ° L O o®peel S ®o S'0�t,P -NOTICE•Acopyofth'side*shaabefmnaedtotheerectoncommctor.Thedesign.fthsndhilualtmasbaxdoodesgncricmandrequiementssgips.•dbytheTm¢llbnufactmeraM.LarupontbeaccwacyandcompEtern+ssofrhebformaton Stephen �7�!\7(7�Cp xt fanhbytheBuddhgl)esigner.A=Imlhkdmisdngbdcatesacceptanceofpmfe�mlengueerngmspom,12ymbyforthet acomM=ntdesgsusboxm.Thcsuabdlyandmoftlwcomponent fnranypancuhrbmtiugdesgtsthe rcspon�iyof Stroll Fng 654395 the BuIlingDuigncrperAt•S1rrPI]-2007 C'hapler_.•WARNNG-Tmuesmgoie pmperbandEog,en:cton.resmntaMbmeng.Feferlothe htesed'snnofDCS7(BuSingCamponent SifetYlnformatunjontyprodocedbyTPland SBCA)forpoper 2M N. Kin Hi Ft. Pierce F134951 rtaahttonmethodsandinponammfetybfonnatnn¢btngtotheentiecmmmlimpmcess lathe ah2rceofs{ec'dertv.DatonaMiempDmryredmiillbmcnggrcirralbobyothemith naa@non(rcLdngnaamtontobmnces)andtempomry ! • m9mbt/bmcngofihetmssshallbenaccordancewihBCSI-BlandBCSI-B2.Tmt sa)omquiepermawmmslnht/bmcngofcMrdsaMunabucbmembers(,Arrendbaled).TMdmwugoA-itdrateslhebcalbmforblemlresmnt.The dr)htcmlrestmntaM ,•+,t es@n'snotgKedtbcgmriycicrhs dilgml r2cia detaiussmemberre9mntBCSI-gSuabcasspasappTca b. PACRTANr-lUdc15U1771,estbctr2;dsmamrtnmpermanentb cut tciredompdmdbyst°Masd'nd dngmalbmengdeta�uac<mdanee wlhB(ST-B3mBC9-B7 asappicabH•B.BORTANC'IL'sdesgnasaonesthetmssmauufa<tmed'nac<oNance nahth'sdmstmgaMthegmrflyufem pecifed'nATSIIIPI ICTupIa3. Alcomect°rphtessluA tl{\ WmnoufactmedbySmpsmSmog.Tn Company,inenaccoNaneculhFSR-'-762.Alcommctmphtesa=20gaMe L lhegecirdpbtes¢ei;foflxedbya"-18"ssbchi.&alesanlggagephle. Southern Truss Companies, Inc. Truss: FGT5 b = SOUTHERN 2590 N. kings Highway JobName: WS-5512-C-BR BAL EXLN TRUSS Fort Pierce, F134951 Designer. JAO Component SolutionsTM Date: 4/9/2014 25755 PM Truss COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax pages 2 of Vasion:4352 P3ufld 11 Span Pitch Qry OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 74-0 0/ 12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 12 in 42 lbs User -defined Load Case FP2: TTC Load Case Point Loads Menber Location Ditectim Lend Tdb%Mih Bce Chd 1-2-4 Dam 29211s 24 in Bot Chd 3— -0 Dam 29211s 24 in Bat Chd -1-24 Dam 269lbs 24 in Load Combinations A Crud Canto Factor Laid Lunation Fads _ 1 DI 1.000 Q900 _ -.2 .,.SDI±LL.__ ... - _ _. ... 1.000 LOOQ 3 Dl+lll 1.000 1.000 4 D140.75 Ll- QV5LS. 1.000 1.000 5 DI+Q6 WS 1.000 1.330 6 D1+Q45 WS+Q75 LI+0.75 Lrl 1.000 1.330 7 DI+0.45 WS+Q75 LI 1.030 1.330 8 0.6 DI+0.6 VA IA00 L330 9 0.6 Dl+0.6 W4 L000 1.330 10.0.6 Dl+Q6 W4 L000 Li3O 11 0.6 Dl+0.6 W8 _ 1.000 1.330 12 (16 Dl+0.6W) LOW 1.330 13 DI+L10- 1.000 1.250 14 DI+URI L.000 1-000 15 DI+UR2 L000 IA00 16 DI+FPI 1.ODD 1.000 17 DI+FP2 1.000 1.000 Member Forces Summary Table indicates: MenbaID,nnxCSL=aidalfome,(mcagxforce ifdffermtfiantrezaldalface) TC )•2 Q273-1,417lb, 2-3 Q273 -1,417 lbs BC 45 0.414 0Hs 5.6 0.558 OILS Webs 1S 0.183 -6W lbs 2-5 Q075-7.441ts 34 Q183 fiN lbs 1-5 Q767 1,50911s 3-5 Q767 1,5091ts Truss -to -truss Connections Summary ID Carved Tnss CanyingTnss Carrying Offset Angle TTIO FGT5 _ FG12 104-8 270 deg ;_.,TTll.::•. `.. ,: `.;.FT7 FGT5 1-24"'7�',•„...:- 90deg_'- TTIl FT7 FGT5 3-24 - 90 deg TT12" - MA FM 5mr 9oft T79 FGT5 FGT3 104-8 270 deg Notes: 1) This dsigt is based on ASCE 7-10 as teferenoed by the 2010 Florida Building Cah 2) When this rues has been chosen fa gnlity assuranee inspection, die Plate Placcaent Method per TPl I.200NA3.2 shall be mod Cq- 1. 17. 3)Tms4bt s canncctim is fagaphial intaprdatim mly. A hangsa other stnrttral cannectim shall be prodded to mist the inreaction mduplift sham in the Reaction Smnrery 4) Prwiub adMmte drainage top=mt pmdng 5) Listed wind uplift tractions based on MWFRS Only Imdng L� v oQ, ° �O S E ° 0 oho �9 eUl aka O ev 046 0 ®®®®® GCS S U -NOTICE•Acopyofth'ade*&n mBbefmiiftdtolbeemetbneommctoc Thedesgnofthki.&ilmllmsBWxdondoagmcrferbmdmquiemennvWS--dbytheT ¢Maend'acturerandreksunontheaccuracyandc°mpLtenessoftminfomaton Stephen W. Waller ctfonhhythe BuBdhgAspter. Asealon thi;dmaiigindbatesacceptance ofprort. nmlcng:semgm.TonsbSeymhy forthetruscoreponent desynsba— The stiabSryandicoflh'scompownt foranyNnbuWbuWhgdestm'stbe resto di3yor Ihell.Xie 0.sgner,perA1SVTP11.2007CWpter3•WARNM-Tr smquiepmperbandhig,emcibo,mgmiiiandbmchg.RefertolhehtesiedibnorBCS1(BuBlbgCompomnt StfeylnfmmatbnpbiypmducedbyTnand SBCA)forryoper S6mt Fng a 54395 uaamlbnmellxasandmponanimfetybfmmalbnrchtbgiotheenlieco==Ibnl�eslntheabmnceorgxcdendamtbnandtempomryresmbl/brachggec'rcotbmbyrdhemthertaauatbn(nchd'nghgahnbntoLmnces)aDdtempomry 2590 N. linbS High. FL Pierte Fl-14951 regmhlRcachgoh W Irt�sSmBW h accordancesiihBCSI-B1 andBCS1-B2. Twaesa W rcquie pemian<nt rcgmht/tcachgMchordsandcenahacbmembers(rtMem iMcated). Th'admssTgonlyhd'naleslhe MatbmlmhlemlrcgmiiLThe merlrodofidn•ihmltrusmemberregmnt/braci4. sh Obeas,pec'fr:dbythe BudibgIksgmrpffANSVMI,Cb pter2;irge r,: pem�mrcnttmxibd*nbnotg=irrdbyothcr&tlii;dmlbeaccompkhedbylandardiLd arybtcmlmdmit,nd � ,a dbgomlbmchgdetaibhaccordancesiihBCS7-B3or13CS1-B7asappEcabL••.•ROMTANr'Thbdesptam esibet=ismanufacturednaccordancewihth'sdmwhgandthegwbiycrierbspecfudin ANSV7'PLICWpter3.Alco cimphtesSUB U be—facheed byS,.P. .en TLCompaoy,Inch.—,dantenihFSR-276:.ABc000ectorphtesare20gage,unksthespecif Apbles¢ebfoBmedbya"-18"ufi'shhdeatesan Igfagephte. rim M-M SOUTHERN Component SolutionsTm TRUSS COMPANIES Truss Version:4.352 P3uild 1 Span Pitch 8-2-8 0 /12 3x4 3 2-9-12 2-9-12 Southern Truss Companies, Inc. 2590 N. kings Highway Fort Pierce, F134951 (800)232-0509 (772)464-4160 (772)318-0016 Fax Qty OHL OHR 2 0-0-0 0-0-0 3x4 - 2-7-0 5-4-12 Zone 1 Truss: JobNalne: Designer. Date: Page: PLYS Spacing 1 24 in WS-5512-C-BR BAL.EXIN JAO 4/9/2014 2:5756 PM 1 of 1 WGT/PLY 44lbs 3x4 1 4 8 7 6 c5 - 2x4 I 2x4 3x5 - FGT5 0-0-0 0-0-0 2-9-12 2-7-0 2-9-12 2-9-12 5-4-12 8-2-8 Loading General CSI Summary Deflection L/ (loc) Allowed Lcad (psf) BldgC°dc : FBC 2010' TC : Q55 (3A Vat TL• Q03 in L/ 999 (6-7) L/ 240 TCLL 40 I TPI 1-20D7 BC: a40(6-7) Vat tL Q01 in L/999 (6-7) L/360 TCDL: 20 Rep Mbrinaeise: lees Wdr: 0.27 (3.5) Herz TL• a01 in 5 BCLL: 0 D.O.L : 100 % CreepFaaq Ka= 1.5 BCDL: 5 Reaction Summary TT Type Bcgcak. Big Wdth Material PAi Brg Wrath Max lined Max Grav Uplift Max Wlnd Uplift Max Uplift Max Heriz 8 Pin (foss) 1 1.5 in - 300 in 5341ts - - I H Roll (Wall) 1 gin Concrete Masonry 3.OD in Su I bs - - - Material Summary TC SP(ALSC6-2013) G 2 x 4(Flat) Bc SP (ALSC6.2013) Q 2 x 4 (Flat) Webs SP (ALSC6-2012) B 2 x 4 (Flat) Loads Summary 1) Minimmr stm@t attic leading in accodance with IBC Tibie 160T1 has not been applied Member Forces Summary Table indicates: Meat=ID, =CSL maz axial face, (vex cor pc face ifd ff=t from rrex axial force) BC 15.6 0.405 652lbs 6-7 Q405 652lbs 7-8 a405 652lbs Wds 1-9 QM5 -781bs 2-7 u(m 69lbs (42lbs) 3-5 0.273-7521h; 2-8 Q273-7521bs 3-6 0.035 6911s (4211s) 4-5 0.025 -78IIs 1 Truss -to -truss Connections Summary b ID Camedrrss Canyin€Toss Canyinao6sa Angle TTll FT7 FGT5 1-2-4 90dg TTII F17 FGT5 32-0 90 deg Notes: Q0 S E ° D� 1)Thiscsign is basedon ASCE 7-10 as refaencod by the 2010 Florida Wldng Code. 2) Men this toss has hear chosen ftr q.elity assurance inspection, the Plate Placnnent Method per 1-2lDNA3.2sball beused Cq= 1.20. ©• —Z O�1 ��j o m© 3)B&dldingDesipershallverifyselfweightofthehissandotherdadleadrreterialsdondexceedBCDLSLsf ©� o �� oo 4) Truss -to -truss connection is for graphical interpretation only A hangr aorherstnrhaal connection shall be pmvid� to resist the rrex reaction and cplift sham in the Reaction Srrmrnry ra p ea M m ova © V-• O ohm ee® P 07it0 � 0 ®Q�®q°oeooeoo°° % PS S 10�Y®_®0 Stephen W. Warter Start. Fug054395 2590 N. Kings Hier. FL Pisa Fl .14951 q ( Southern Truss Companies, Inc. Truss: FT7A 2590 N. kings Highway JobName: WS-5512-GBRBALJEXLN ' SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsT"d COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 14 25757 PM Truss off Page: I of 1 Version:4352[Build 1 Span Pitch Qty OHL OHR PLYS Spacing WGT/PLY 7-84 0 /12 1 0-0-0 0-0-0 1 24 in 42 lbs 7-8 2-9-12 2-0-12 2-9-12 2-9-12 4-10-8 7-8-0 Zone 1 3x4 I 3x4 - 3x4 - 3 4 I 1 2 3 0 00 8 7 0 3x5 - 2x4 I 2x4 I 5 3x5 - FGTS FGTt 0-0-0 0-0-0 2-9-12 2-0-12 2-9-12 2-9-12 4-10-8 7-8-4 Loading General CSI Summary Deflection loc Allowed 1�� ) QC2 in L 240 Load 40 BIB Cow: FBC -210• TC : Q37 (3-4) Vat 1L Qol in Lf 999 (6.7) Lf 360 40 TPI ]-Z001 BC: 0.37 (56) TCI1.: TCDL: 20 Rep Mbrinaease: Yes Web: 0.25(3.5) Herz TL• Q01 in 5 BCIL: 0 D.O.L : IW % OcTFacto, KQ= 1.5 13CDL: 5 Plate Offsets 0nt:X.YAngY (1.1S2-Q9Q) 26121$Q) (3:0-]Zl-&Q) (41$2-49Q) (5:2$I.8.Q) (6:OQ2-490.) (7:OQ2-a9Q) (8:2$1$Q) Reaction Summary JT Type Big CalbD Bug VJdth Material FAJBrg1Vdai Max React Mu Gtav Uplift Max Wind Uplift Mmuplift Max Haiz 8 Pin (rnss) 1 1.5 in - 3.00 in 500lbs - - - - 5 H Roll (fnss) 1 1.5 in - 3.00 in 50016s - - - - - Material Summary TC SP (AISC6-2013) t2 2 x 4 (Flat) BC SP (ACSC6-2013) 92 2 x 4 (Flat) Wets SP(ALSC6.2012)#3 2x 4(Flat) Loads Summary 1) Minimmi storage attic loading in accordance with ®C Table 1607.1 has not been applied Member forces .Summary Table indicates: Matter ID, rraz CSI, ntxx axial face,(rtnz con¢ face ifdfferent horn max axial force) 7C 1-2 2 9 016s 2-3 0386-5951bs 3-0 Q570 0lbs BC Sb Q365 58511s 6-7 Q-'65 58511s 7-8 0.365 %8Ibs Wets 1-8 Q025 -80Ibs 2-7 0.035 6911s (-191bs) 15 0.245 -6751bs b8 (1245 G)5 Its 3-6 OLM5 69 lbs (191bs) 4-5 Q(P5 .80Ih; Truss -to -truss Connections Summary ID Cartied Tutors Canyin Teas Can)ing0lrset Angle FGT5 5-24 90 deg TT12 F17A _ _ TTS ' FT7A - FGTI 1.612 90 deg ®� • o 0 0 �C��O�B Notes: ° J EBB 1) Thisdsi@i is based on ASCE 7 as tefaencedby the 2010 Florid39tildingCode inspectim, Plate Plaoarent Method TPl 1-2WA3.2 shall be used Cq= 1.20. 04 J °° 2) Whm g-10 this Inns has been chosen fa nlity assitfdrice the per 3)0tilrhng Dsilper shall verify selfweightofthe truss and other dad load nalmials do not creed BCDL 5 psf in Reactim Stmtmry ° [ty�9 P 4)Tnss-to4nas connection is forU*ical intetpretatim only A hangmaothershu Meal connection shall beprovided to mist thenax teactim andttp)ift shown the ��o u LU m o G o e m V. C ��O O ep v� F ° ®pB ®i° aA41888 S S a®� o®o 'NOTICE•AeMoftNsdesi(ash3lbefuro'sbedtotheereclbmmntmctor. 7be&*ofthicndiv mlirusabasedmdesgncrierhandrequicmentsmppledbytbeTr°s;htanufacturerondre8:suponthcaccuncyandcompbtewzoftheuf nt'tm Stephen W. Warter , xifonhbytheBml)bglk*er.Amalonthi;dmwngiidcatesacceptanceofpmfesmomicngieemgmgmsbStymhyforthetrusscomponeoI despmSrosm. The miabdlyandux oftl�seomponentf rarry{°nbuhrtnvld'ngdesgoathe mspnnsbdryof Stud. Fng 654395 the➢uSingP-*=r,perANSSVM 1-007 ChapterI-WARNM Tms9esrequic pmpertunditg,ereubmiegmbt andbmebg. Refertoibc hle9edibaofBCS1(BuOlbgComponent SifciyWormatbupbiyproducedby7PfandSBCA)forproper' u°amtbnmethodsandinponantsifetynformatbnrehthgtothee.ties°nanctbnprocesslntheabxnceofg-e .rt9albtimandtempomryre9mhVhncbg pte ir..Ii n.byottiers,thc rtaa�tbn(nchd'ngonamlbntokmrrccs)andtemponry 7590 N. Kind High. FL Pia[c F134951 mambi/bmehgoftheim ssbalbenacccmin wihBCS7-BIandBCSI-B2.TYussaW.quiepermammresmblhmciigofchordsandeenah=bmembem(ubemidiated).7b'sdmwngo*indcatesthebeatbmforbtenlresmnl.The meilrodofidi•0ualtrusmembaresmnVbracibshalbeasspecfedbyiM1e Builinglks'gnerperATSVTPI1,Ciapter]; dspec'fe tr�pem,anentbmei4desfn'swi speeifedbyothers,ih'ssfiulbe°ccomp�edM•sandard'ndulq•htenlresmbt and 1..-{z- dii alb<acbgdetaSsbacc°rdaocewihBCSI-B3.BCSI-B7asapp6xabb.-DiTORTANCTI�sdespnamnnesthetrussman°Gctumdnaccor&meudhlh'dmwbgmdtbcgmftycrierhspecfn°me edAbTMIChapier3.AleclorpbtesSul bemamfaclmedbySinps Stroog-Te Compxmy.incbaccoidancewihFSR-2762.Alcomectorpbtesam2ogage,unkzthespecfedphles¢eif.lb-dbya"-IB-wltkh nrlkatesa.l8 gagephle. T 0 a6 i Southern Truss Companies, Inc. Truss: FGT3 2590 N. kings Highway JobNarne: WS-5512-C-BR BAIrEXLN ' SOUTHERN Fort Pierce, F134951 Designer. JAO ComponentSotutionsTM TRUSS COMPANIES (800 232-0509 772 464-4160 772 318-0016Fax � (� (� Date: : Page 1 f2 4/of`2 257S8PM Truss Velsion:4352 Ild 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 18-1-8 0 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 12 in 87 Ibs 18-1-8 3-5-8 3_5_g 3-5-8 3-5-8 2-7-0 2'7-0 6-11-0 10 4.1 12-11-8 15-6-6 2-7-0 18-1-8 6x8 - 4x5 - 3x4 - 2x4 i 5x13 - 2x4 i 5x6 - ° 4 5 6 7 14 13 1Z " 4x7- 2x4 2x4 i 4x9 - 6x5 - 6x8 - 2x4 FGT5 FGT1 0-0-0 0-0-0 3.5-g 3-5-8 3-5-8 2-7-0 2-7-02-7-0 3-5-8 6-11-0 10-4-8 12-11-8 15-6-8 18-1-B Loading General CSI Summary Deflection L/ (loc) Allowed Cared Loads(psO BI'hCode: FBC 2DRY 1 TC: 0.79(4-5) BC: Q99(1(l.11) Vat TL• 0.52 in Vat LL 0.2 in L/406 (10-11) L1240 L/999 (10-11) L/360 TCLL: 40 TCDL: 20 TPI I-2007 Rep Mhrinaease: No Web: 0.93(1-13) H=TL- QOi in 8 BC[L: 0 D.O.L : 100 % Creep Fact., K.= 1.5 Reaction Summary 1T . Type Brg Carbo Brg Nldth Material Ellin Wdh Max React Max Gmv Uplift Mu Wind Uplift Max Uplift max Haiz I Pin(Wall) 1 275 in ConcreteMasonry 300 in 8981hs - -13I Its -131 Its 8 H Rdl (rms) 1 1.5 in - 3O0 in 9781ts --11411s -114 lbs Material Summary Bracing Summary TC SP (ALSC&2013)SS 2x 4 TC Bracing Sheathed. Prrins at 2-3-Q Perlin dsi@I by Others. BC SP (ALSC6.2013) 42 2 x 4 except: BC Bracing Sheathed cr Ptalins at 6-3Q Perlin dsigl by Others. 8.12 SP M42/0.15 2 x 4 Wets SP (ALSC&2012)1B 2 x 4 cmept: Sell SP(ALSC6-2D13)12 2x 4 7-9 SP(ALSC6-2013) 12 2x 4 Loads Summary 1) This tnss has born dsigred for the effects dire to IO psf baton Thad live load pas dad Imda. 2) Standard Leads rn Truss. Carried by this Gird,.. TC list = 40 psQTC Dead = 20 ps4 BC Lasc — 0 psf; BC Dead = 5 psf 3) This tnss has been (ksigrei for the effais ofwind Imd3 in accordance with ASCE7- 10 with the fdlmingrser defined inptd: 17011ph Wfimte,Fiposnae C,Ov ll BlctDins85 ft x 60 fL h — 24 ft, Na Find Zane Teas, Neitha mdwcb =sidaed DOL=1.33, CC Zme Wndh 6 R 4) Mininun stag¢ attic loading in accordance with IBC Table 1607.1 has no been applied Load Case Lrl : Std Live Load Point Loads Marba l.amtim Direclirn Lced Trib W(dh Bat Chd 104.8 Dow, 1471ta Load Case DI: Std Dead Load Point Loads Marba Lomtion Direction Load 7rib Rltivl Bat Chd I04-U Dave .1%no User -defined Load Case LI : TTC Load Case Point Loads Marber tn Direction Load Trib Width Bot Chd 104-8 Dawn 411 Its Load Combinations 11 L.oadCmbo Fact. Load Dmtion Fact. I DI 1.000 0.900 2 DI.,+LI I.000 1.00D 3 Dl+Lrl I.OM I.00D 4 D1+Q75 LI+0.75 Lrl LOOD 1.000 5 DI+Q6 W1 1.000 1.330 6 D1+0.45 W3+Q75 L1+G75 LA 1.000 1.330 'NOTICE' Aeopyofth' despmshalhefumidxdtoftmclbncontmclon ThedesQmofthsndW%JMK ussnixsonr xl fort, bylln BuOfbgOc.*en Axalon thsdmsvbgnd ealesacceptance ofprofe%bnaIengnecmgmWnsb3yxV the Buwin gIX sIner.perAMV11'11.2007 Chapters•WARNUJG"Tres;tsmquicprorzrhandfng,cmctbamsmnta, iWAIbnmelhodsaMinportam saRlyidhrmnlnnrehlbgtolheenliecon°nrclbnprocCS NlhenbxncedfspecifC men��rhn�Fnnhl.x t�nwsd�.alhena=cr&ncewihBCSI-Bland BCSI-B2.Tm salvmquiepermamntresmn �J` �Q�I< oea o ° 9 ooy��3� ° a ea o° \ o ul Iu m ° n LU e ° m m .a o m . -�t q�y 'To o �° o boo ®°°°®B®®��'.S BPOBOB88® Lori maccompxmuopym.w�.,. u,.-...,.>....,...,.. I derbspecif MinAI SUTP11 Chaplv3. Alcormectaphtesshal 18gagephse. Stephen W. Warter StnrL Fng 9 54395 2590 N. King; High. FL Pierre FI 34951 _` Southern Truss Companies, Inc. Truss: FGT3 ' �`f m 2590 N. kings Highway 7obName: WS-5512-C-BR BAL-EXIN SOUTHERN Fort Pierce, F134951 Designer. 7AO Component Solutionsrm TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 14 2:5758 PM Truss Page: 2 of2f2 2 Version:4.352[Build 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 18-1-8 0 /12 1 0-0-0 0-0-0 0-M 0-0-0 1 12 in 87lbs' 7 D1+a45 W3+0.75 LI 1.000 _ 1.330 1.000, 1.330 8 Q6D1+Q6 W1 9 Q6 DI+Q6M - LOW 1.330 , 10 Q6 D1+0.6 W4 ;1.000 '.. 1.336 . 11 0.6 D1+ 0.6 M 1.000 1.330 1000 4 1.33Q 12 0.6 DI+0.6 W9 13 DI+LIO' .. 1.000 _ 1.250 15 D1+UR2 _ 1.000 1.000 17 D1+FP2 1.000 Loon V..r..oc Qxx.;xx.,o r m,,4to rsr max axial tmn f—o face ifdSamt San rax axdal fmn) Tc-----1.2 2-3 Q188 0.323 -1,7181ts -1097Its 3-4 4-5 11424 0.789 A145lbs A, 1451hs 5-6 6-7. Q669 Q668 -2,2911ts •Z29111s BC 8-9 0.515 A616s 10.it Q988 Z352Its (-521 lbs) 12-13 0.630 1,718 lbs (-4271ts) 9-10 Q981 Z291 Its (-51011s) Il-]2 0.426 3.1471h; (-W Ibs1 13-14 0m2 431ta (441ts) Wds 1-I4 G395 2311s (-6 lbs) 2-12 Q730 1,484l s (-290lts) 411 0.123 -39811s 6-9 0.211-7041ts 1-13 0.934 1,8391ts (453 Its) 3-12 0.175 -5631ts 5-11 0.567 Z059lbs (-290 lbs) 7-9 0.79 Z6741ts (-589 Its) 2-13 Q228 -7341ts 3-11 0.529 1,074 lbs (-98 lb;) 5-10 0.182 -595lls 7-8 Q526 -1, 161 lbs Truss -to -truss Connections Summary ID Canicd Teas Canying Tess Can ojlset Angle Tl'9 FGT5 FGT3 10.4$ 270 deg TT6 FGT3 FGCI 3-9-4 90deg Notes: 1) This design is based no ASCE 7-10 as refeumcedby the 2010 Florida Wldng Cade 2) Men this to ss has been chasm f=gmlity assu =inspoctim, the Plate Placertxat Method p=TPI 1-20PJA3.2 shall be used Cq= 1.17. 3)Tnss4o#ms emnectim is fagaphial interpetatim mly A hang= ar other stnumaal connection shall be puwidd to mist the r ax mclim and tOift shunt in the Reaction Suummuy 4)Pmvi&adegmtedminaFtopm tpmu5ng 5) Listed wind uplift tactlats based no MWFRS Only leading ass® oe® ere r�Beeoo o C) �39s o 00 Qv �) oho o LUo © o m u 0 o p� e P, O Stephen W. Warter Stnuct. Eng654395 2590 N. King; High. Ft. Pierce FI 34951 LLf _ Southern Truss Companies, Inc. Truss: FT3A 2590 N. kings Highway JobName: WS-5512-C-BR SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsTM COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 14 257:59 PM TTrussPage: of 1 1 of I' Version:4352 [Budd 1 Span Pitch Qty OHL OHR PLYS Spacing WGT/PLY 18-1-8 0 /12 6 0-0-0 0-0-0 1 24 in 96lbs 18-1-a 2-9-0 2-7-8 1-11-12 2.9-0 2-6-0 '2-7-8 2-10-12 2-9-012-7-4 15-2-12 18-1-8 3x4 1 4x6 - 2x4 1 3x4 - 2x4 1 3x6 - 3x5 - 3x4 - 6x6 - 1 2 3 4 5 6 7 8 9 15 14 13 12 -11 10 4x6 - 4x5 - 2x4 1 3x5 - 5x9 - 2x4 1 3x6 - FGT1 0-0-0 0-0-0 5-4-8 1-11-12 2-9-0 5-1-8 2-10=12 5-4-8 7-4-4 10-1-0 15-2-12 18-1-8 Loading General CSI Summary Deflection L/ (loc) Allowed Load (pst) Bldg Cod-: FBC 201V TC: Q99(4-5) Vat TL- 0.64in L/3-16 (12-13) L/240 TOLL: 40 TPI 1-2007 BC: Q95(13.14) Veit LL: 0.34 in L/632 (12-13) L/3W TCDL: 20 Rep Mbrinaease: Yes Web: 0.75(2-14) Herz TL- Qo4in 9 BCLL: 0 D.O.L : 100 % O.T Faaa, Ka= 1.5 BCDL: 5 Reaction Summary 1T Type Bg Canto Big311dth Material Rqd Big Wdth Max React Max Gray Uplift Mix Wind Uplift Max Uplift Max Horiz 15 Pin (rms) 1 1.5 in - 3,00 in I,1661bs - - - 9 H Roll (Wall) I 2.75 in Concrete Masonry 3,00 in 1, 191 lbs - - - Material Summary TC SP(ALSC6.2013) SS 2 x 4(Flat) BC SP (AISC6-2013) SS 2 x 4 (Flat) Wets SP (ALSC6.2012)03 2x 4(Flab)cept: 9-11 SP (ALSC6-2013) ff2 2 x 4 (Flat) Loads Summary 1) Mniman storage attic loading in accordance with W Table 1607.1 has not been applied M.mh— ii — T.u, i°4;ratm- nnn,ir m_ nnx rSt. max axial faux: lnnx anQ face ifd ff tent flan nnx axial fmx) TC 1-2 Q269 0lts 34 Q897 -Z975 lbs 5-7 Q447 -3,3441ts 8-9 0.167 -1,78411s 2-3 Q867 -Z975 lbs 45 0.987 -3.344 lb: 7-8 Q216 -1,7881ts BC 10-11 Q047 0lbs 12-13 ag51 Z97511s 1415 Q637 1,712lba 11-12 0.425 Z753lbs 13-14 (1951 Z975 lbs webs 1-15 U025 -79 Rs 344 Q171 -5431ts Sit 0.145 A61 lb; 8.11 0.122 -389 lbs 2, 15 Q722 -1,9861b; 4.13 QC03 -2651ts 7.12 0.350 689 lb; 941 Q578 Z047lbs 2-14 0.749 1,475 lbs 4-12 Q314 6181ts (-132lbs) 7-11 0.411 -1,131 lb: 9-10 0007 13ls Truss -to -truss Connections Summary ID Carvedrms Canying`rms Carrying OBset Angle M FT3A FGfI. 5.104 270 deg M FT3A FGTI 7-104 270 deg - TIS FT3A FGT1 9-104 Z70 deg T18, FT3A FGTI 11-104 Z70 deg T18 FT3A FGTI I3.104 270 deg .T78 Fr-'A'FGTI 1104 270 deg Notes: 1) This dtign is based m ASCE 7-10 as referenced by the 2010 Flaida Biking Code. 2) Unless otherwise specified by the Wlding Designeti me shmgback may 1(74'. 3) Wham this ft ss has been chosen for clality asswance inspection, the Plate Plaoemmt Method perTPI 1-2007/A3.2 shall be used Cq= 1.20. 4) Bdlding Designer shall verify selfweight of the tnss and other dead load naterials do not onced 13CDL 5 {sf 5)Tms4o boas cmnxtim is fa gjaphial intepetatim mly A han@m�a other sbtctaal emnectim shall be povidad to resist the nnx metim and xplift shown in the Ractim Sunni my Stephen W. Wafter SWrJ. Fnga54s95 590 2N. Kings High. Ft Pierce F134951 +� Southern Truss Companies, Inc. Truss: FGTI ' SOUTHERN 2590 N. kings Highway JobName: WS-5512-C-BR BAIrEXIN TRUSS Fort Pierce, F134951 Designer. JAO Component SolutionsTed COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 4/9/2014 258 00 PM Truss Page: 1 of3 Version:4.35.2 [Build 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 17-54 0 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 3 12 in 122 lbs 17-54 -- -- 11010 12 1-11-12 1TIl-12 -111-12 11-31-18-1-02 1-10.0 11-1 3-9 I 50 -12 11-10-10 84 I 156-10 17 -5-411010 7x8 - 6x9 - 5x7 - 4x7 - 2x4 1 2x4 1 4x4 - 5x7 - 6x9 - 7x8 - 1 2 3 4 5 6 7 8 9 10 20 11 FT26 FT7 T26 F 13 C ® ® ® TBlt2 ® ® 3x41 0-0-0 0-M 1-10-10 I 3-9-010 I 151-0112 I -12 I 1181-12 I 2 I 1-118-1D2 I 11-0 1561 1-10-10 8100 I 1-71 -517812 1- Loading General CSI Summary Deflection L/ (loc) Allowed Carried l,d;(pst) Bldg Code: FBC 2019 TC: 0.62(5-6) Vat TL 066in L/304 (15-16) L/240 TCIL: 40 TPI 1-2007 DC: 0.98 (15-16) Vat lL 0.33 in L/ 614 (I5-16) LI W TCDL: 20 RephN:rinaease: Yes web: 0.86(117) Hcrz TL 0.1 in 11 BCLL: 0 1 D.O.L : 100% 1 1 Creep Factor, Ka= 1.5 Reaction Summary 1T Type Brg Como Ldg Wdh Maledal P'0Brg Wdh Max Foct Max Gmvllplift Max Wind Upli@ Max Uplift Max Hcriz 20 Pin (Wall) I 4 in Concrete Masonry 100 in IQ379Its - - - - 11 H Roll (Nall) I 4 in Concrete Masonry 3.00 in IQ499lbs - - - - Material Summary Bracing Summary TC SP M)N015 2 x 6 TC Bracing sheathed BC SP I.M015 2 x 6 BC Bracing Sheathed orPtalins at 10-M Pmlin design by Others. wets SP(ALSCG2D12) f/3 2x 4 vcept: 1-2D SP (ALSC6.2013) f2 2x 4 2-19 SP (ALSC6-2013) SS 2x 4 8- 4 SP (ALSC6-2013) IR 21A W SP (AISC6.2013) SS 2x 4 LS 1-19 SP (AC6-2013) SS 2 x 4 3.17 SP (ALSC6-2013) 92 2 x 4 9-13 SP (ALSC6"2013) SS 20d It SP (ALSC6.2013) H2 2 x 4 Loads Summary 1) This toss has been designed for the effects do to 10 psf bottan chord live lead plusdad loads. 2) Standard toads m Tosses Carried by this Gilder. TC Uwe = 40 paf;TC Dead = 20 psQ BC Liao = 0 psi BC Dead = 5 ps( 3) This toss has brut dzigtal for the erects ofwind lead; in accordance with ASCE7- 10 with the following user dfined inp : 170 rrplt ultinnte, Exptstoe C, Overall Bldg Dins 95 I ft x 60 $ h = 24 $ Not Fnd Zme Tms, Ncithm and web crosidael DOL= 1.33 , CC Zme Wrdh 6 fL 4) Mutirnxnstorago attic lcadng in accanlance with IBC Table 1607.1 has not been applied Load Case Lrl: Std Live Load PointLoads 04 �p�p h 09 O Marba Location Direction Lmd Tdb Wdh Bat Chd 3-9-4 Down 440IN OOP O .� . ° ODeO �! ° $z ono ®�D vba sV o hff° mo t._,_�,\w\ � off© � � m °L°°° - �® Stephen W. Warter Strtxt Fng 954395 2590 N. Kings High. FL Pierce �Fl3499511 S "� (11 Southern Truss Companies, Inc. Truss: FGTI 2590 N. kings Highway JobNanle: WS-5512-C-BR BAJrEXLN Q SOUTHERN Fort Pierce, F134951 Designer. JAO Component Solutions7M TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 14 258 00 PM Tmss Page: of 2 2 3 Version: 4.352 rBufld II Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 17-5.4 0 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 3 12 in 1221bs Load Case DI: Std Dead Load Point Loads Metnbc Location Dhection Load Tub%Vdth Bat Chd 0.14 Dom 5291bs 24 in Be( clad 1512 Dam 19211s 24 in But Chd 2.14 Dave 5291Is 24 in Bat Chd 3.9-4 Dam 421 lbs Bat Chd 4-14 D- 524 lbs 24 in Bat Chd 5-104 Dam 4491hs 24 in Bat Chd 6-1.4 Down 5241bs 24 in Bat Chd 7-104 Dam • 4491bs 24 in Bat Chd gl-4 Down 524 Its 24 in Bat Chd 9-104 Dam 449lbs 24 in Bat Chd 10-14 Down 52411s 24 in Bat Chd 1I-104 Dam 449 lbs 24 in Bat Chd 12-14 Dave 524 lbs 24 in Bct Chd 13-104 Dam 4491bs 24 in Bat Chd 14-14 Dam 524 lbs 24 in Bat Chd I5-104 Dwm 4491ts 24 in But Chd 1&14 Dam 524 lbs 24 in User -defined Load Case L1: TTC Load Case Point Loads Meabar Location Direction Load Tdb VOdh Bat Chd 0,14 Dam 84611s 24in But Chd 1.6-12 Dam 308 lbs 24 in Bat Chd 2-14 Dawn 84616s Ts 24 in Bat Chd 3-94 Dam 2-13 Bat Chd 4-1-4 Dam 839 lbs 24 in Bat Chd 5_104 Dam 7161bs 24 in Bat Chd 614 Dam 9391hs 24 in Bat Chd 7-104 Dam 71611s 24 in Bat Chd 9-14 Down 93911s 24 in Bat Chd 9-104 Dam 7161bs 24 in Bat Chd 10.14 Dam 83911s 24 in But Chd 11-104 Dam 716lb; 24 in Bat Chd 12-IA Dam 83916s 24 in Bat Chd 13-104 Dawn 7161hs 24 in Bat Chd 14-14 Dam 9391ts 24 in Bat Chd I5-I04 Down 7161ts 24 in Bat Chd 16-14 Dam 091ts 24 in Load Combinations K Load Co ho Factor Load Duration Factor 1 DI Loom Q9W LOW 1.000 3 D1+1A I- ODD 1.000 - 4`. Dl+Q75 LI}Q75 itl _ .. . ... _ LOUD_, .. LOW_ 5 DI+(16 W3 1.000 _ _ 1.330 , ..6.. DI+Q45W3+Q75L3+Q75Lrl .. - ... 1.0to ... _ •1.330. .. 7 DI+0.45W3+Q75L1 1.000 1.310 _8 Q6 DI+0.6 W1 �.. � ,... _.�: ' 1.000 .. , 1.330. .. . . . 9 Q6 DI+Q6 W2 _ 1.000 1.110 .�, .10 06 DI'+ Q6 W4 .. .. _ ... 1.000 : 1.330. . .. 11 0.6 DI+Q6W8 D1+Q6M_.....:.,. ...:...... ,_,...._.. .,. ,..... .-.,�. .' 1.000 .�.. •. ��..,L000,}...,..: 1.330 1 r ,k�,1.330 _'..12_ -.-(1 13 J,14`i, .. DI+LIO' -DI+URI .. "-. ._�,. ?,. ....� ,.. ... .,..,._.-,-.- .. 1.000 1.250 ... (IODO..x ,. .".. ...- 1-000 15 Dl+UR2 LODD 1.000 ... .' ... .. ...,. ._ ' ,_ .. 17 DI+FP2 1.000 1.00D MPmhpr Finrepc givmmnry Tableindates: Membc ID. n=CSL n-avdal face, (I non z foReifdiffaent fmnn=&dal lb=) TC 1-2 - 2�3 34 0.215 OAM Q537 A166 lbs � -7,799 lbs -IQ4131hs 4-5 5L 6-7 0.611 Q615 Q611 -11,859 lbs -11,95911s .11,859Its 7-8 9.9 9-10 0.551 0.422 Q231 -IQ692Its AI93lbs 4,46916s BC 11-12 0.094 108 Rs 14-15 0.90D IQ692Its 17-18 0.657 7,799lbs 12-13 Q413 k469lb; 15-16 0.977 11,959 Has 18-19 0.365 4,1661ts 13-14 0.699 8193 lbs 16-17 0.867 1OL4131bs 19-20 0.096 IQZ Its Webs 1-20 0.596 -2,9941(s 3-17 0.864 3,053 lbs 7-15 0.694 1,366 Its 9I2 0.690 -2,261 lbs 1-19 0.571 4,949lbs 4-17 Q258 -945 Its 7-14 0.214 -702lbs 10-12 0.613 5,3101bs 2-19 0.6n -2,219 lbs 4-16 0.8(A 1,6931bs 8-14 Q826 Z929 lbs 10-11 Q650-3,21611s 2-18 0.498 4,314 lbs 5-16 0.010 -341ts 8-13 0.475 -1,555 lbs 348 0.499 -1,81 lbs 6-15 O.W6 52Its (4311s) 19.13 Q511 4.421 He Truss -to -truss Connections Summary ID Caged Tnss CanyingTnas Canying Offset Angle 7T4 FT2B FGTI 0.14 Z70 deg 7T5 FT7A FGTI Ib12 90 deg 7T4 FM FGTI 2-1-4 270 deg TT6 FG73 FGTI 3-9-4 : 90 deg TT7 F12C FGTI 4-14 270 deg Tr8 FT3A FGTI 5-104 270 deg 777 FIX FGTI 6-14 Mdeg 7T8 FT3A FGTI 7-104 270 deg Tl7 FT2C FGTI 8-14 Z70 deg 7T8 FT3A FGTI 9-104 270 deg T17 FT2C FGTI 10.14 270 dg Tr8 F13A. FGTI 11-104 Z70 deg TT7 FT2C FGTI 12-14 270 deg TT8 F13A FGTI 13-104 270 deg TI7 F12C FGTI 14-14 Z70deg TI8 FT3A FGTI 15_104 Z70 deg T17 FTZC FGTI 16-14 270 deg Notes: 1) This &sigh is based on ASCE 7-10 as rdemlced by the 2010 Florida Bldldng Cad: 2) When this bass has been chosen for gelity assttranm inspection, the Plate Plaanlalt Method perTPI 1-20DA32 shall be used Cq- 1.17. 3) Provide adegete drainage to pevent pondmg 1 ?007 Stephen W. Warter sn"a Eng A 54395 2590 N. King; High. Ft Piave FI 34951 Chalwer3. A7c-clorphlesshaa Compvry,lne haceordance nithM--2761 'k7 _ Southern Truss Companies, Inc. Truss: FGTI 2590 N. kings Highway JobNafne: WS-5512-C-BR BAL EXLN SOUTHERN Designer. JAO Component Solutions"m TRUSS Fort Pierce, F134951 COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 3 of3 14 2:58 00 PM Truss Page: 3 f3 Version: 4.352 [Build 1 Span Pitch Qty OHL - OHR CANT L CANT R PLYS Spacing WGT/PLY 17-54 0 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 3 12 in 1221hs 40 e aces s own a rs n y Ness are per y an a reactions ale a des. Three identical tnsses shall t an area as follows: TG : sta mars al or ' m rmn . 7lt (4) act, - su %vs 1 Nailsa Gm Nails [min .IZ°x27lB"] ©2" as , %rids - I rev 10]Nails a Gm Nails [Bun .12"x27/ ] Q9" act. Repeat nailingas each layais applied 5) Frestmers are sized frr a sirrplysu ported tmifamly loadedmiss. If the toss is not sinply scppated a isolated pant lads edst i.a point ]ends arena consistestly spaced a @eaterthan 24• act, fasteners mst he sized by the mess engincer. 6) Where regdted, sufficient hangers shall be pwidcd (pry others) to resist reactions shown. 7) Install the s=vs(nails on me side; do not flip toss. Sanvs/nails shall be installed in the same truss ply that the hmgas are attached la S) Lateral bracing shall be attached to each ply. 9)All fasteners tronirncn 2-Yr long trtless othmvise noted. 10) Nails in 1st and2nd ply shall be staggered from strassive plies by IQ the nail spacing 11) Listedw&d iplifl tractions based on h4WFRS Only I®dng �9a� veer o® S E°o' 1�1 o LUp P '➢^ e ��` v �o � O m °°o p PeS S 10�i®-®® -NWICE-Acopyofth'sdeskmstolbefmnffiedlotbe=ctnncontmcim Thede*ofthi;b&ihmltsussMmdondesaceemandmquicmentssuppkdbytbeTrusshi uoctmera dm&supontWaccw yandcmnpLienesofibeuformatbn Stephen W. Walter .1fonhbytheBuBlingncspner.Arcalonthsdmwhgnd'eatesacceplameofpmfessonalengueerngrcsponLdeymkVorihetruscomponentdc*g bmm ubMsandmpmlam mfelynformalbnrchtnglotbeeotieconsnrclbnpmces lolbeabxoceofspecifc naahtiaoandtempomryrestmnl/taaclngespsdecaiGbAaylnannsdb¢ymotobeftrhs'archlemnp°]oaminn(ncldngn9ahnooShItCL Fng a 54395 ayrc themgSrnarytpouedbYMaedSBCA)forpmper 9nmktoLmnees)andlempomry N. King; Hi High. Piet[e FI W951 rc2 i tlbmcngofthetrus d lbenaccordanCCwihB(SI-BlandBCSi-B2.Tr satnrequiepermam msoi Ibmcngofchordandemanwebmembem(wherendeared).Thsdmnmgonlyitdralesthebxatimsfmblemlmgmb1.71m in vmnt/brae:odmBb.—Va iF dbylhe131.0 -,I), rperAl WTPII,Clupter2;ifq=.irdnE n pH=nenthmengdespcsnotspniCed M•wlbemth'ssulbenecompdtedM•sandardndudn•hlemlresranlnr�d r - dngomlhmcngdeta3baccard=euiihBCSI-B3ml3CS1-B7asappYrabb."A,BC)RTANr-Th'&slaa=esthet=i;manufaetumd'matt°rdanm%vkbthcdmu agandtbegmhycrierhgxc'dsdhATSV'fPll Chapin3.Aleomrcclmphtessue bemaouracltredbySmpsmblmng-Tn Coon{mny,]a uaccord—,VghESR-2762.A1eo®ectmpbtesarc 20 pge,wLsthe specifedphiewe'sfolb,,edbya"-pg"whhhid'ratesan lgpgepble. Southern Truss Companies, Inc. Truss: J24 2590 N. kings Highway JobName: WS-5512-C-BR BALEXLN SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsTM TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: Page: 10fl 14 258 01 PM 1 oft Truss Velsion:435.2 [Build 11 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 2-0-0 5/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 12in 131bs 3-6-0 1-6-0 2-0-0 2-0-0 2x4 1. 2 0-0-0 0-0-0 2-0-0 2-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Lend 030 Bitcode: FBC 201d TC: Q34(5-1) Vat TL: Oin L/999 (3-4) L/240 TCLL: 20 TPI 1.2007 BC: O.M(34) Vet IL Oin L/999 3 L/-160 TCDL: 0 I(cp Mtrhtaesse: Yes Web: 009(1A Harz TL• Oin 2 BCLL: 0 D.O.L : 125 % Creep Factor, Ka= 1.5 BCDL: 10 Plate OH ets OntXY.Anak (1:2-12 M) (2:2-124-15.90) (12-IZA90) (4:2-123-6,9a) Reaction Summary 3T Type Bug Conbo Brg Nl(kh Material Rqd Brg Nldh Max Rena Max Gray Uplift Max Wind Uplift Max Uplift Max Hariz 4 H Roll (Wall) 1 8 in CmaGe Masonry 100 in A Its - .791ts -79Its 2 H Roll (rnas) 1 I.5 in - 100 in 2611s -1911s -13 Ibs -]9 Its - 3 Pin (Ours) 1 1.5 in - 3.00 in 2011s - - - IN Its Material Summary TC SP (ALSC6-2013) 112 2 x 4 BC SP (AISC&2013)12 2x 4 webs SP (AISC6-2013) NL 2 x 6 Bracing Summary TC Bracing Sheathed a Pmiins at 63.Q Pudin design by Other. BC Bracing Sheathed or Pmiins at 104Q Pmlin dsign by Others. Loads Summary 1) This buss has been dsigned for the effects do to 10 psf buxtarn chard live load pus dead load;. 2) This Inns has been designed for the effaLs ofwind loads in accuibnm with ASCE7 -10 with the following user defined input: 170 nph ultinnteq E W= C, overall E(t Dins 85 - ft x 60 B, h = 24 R, Nct End Zane Tess, Ncitha end web cahsidmA DOL= 1.1't, CC Zme Width 6 8. 3) Mniniurn stotago attic loading in accordance with IBC Table IW7.1 has not been applied Member Forces Summary Table indicts:MenbeID, —CS4maxahoalfrnA(—cmpcfaceifdffemlt6anmaxa-,dAf=) �t( . 344 13lbs 1-2 0192 -19 Rs TC SIQBC 3-0 0@0 10311s Wrhs 1-4 0.093 239lbs (-69Its) 2-3 (1000 0lbs ®89® ®© OB®® Notes: 1) This (sigh is based on ASCE 7.10 as n famo d by the 2010 Florida Building Code 2) Unlabeled plats are 2x4209L 3) When this teas has been chosen for quality assurance inspection, the Plate Placerent Method paTPl 1-2007/A3.2 shall be wed Cq=1.17. 4) Building Dsignashall verify selfweigbt of the truss and othadad load mtedals des not esceedTCDL 0 pst 5) Tnas4o4nss aanectim is fagaphical inte rdadon mly A hmZ7 or othershuuwal connection shall beprWdtd to mist the rnax reaction and uplift shmm in the Reaction Surmery 6) Listed wind uplift tractions basal on MWFRS Only loading cz Oe �o°00000 e°C� Q� S E © o a m c 0 ( ra © o e xa p� o cB OO !� L O�°°°�/ ° -NOTICE•Acepyoflhsdesi(mshalbefmntladlolbeemctbnconimciocThede9p.rtbi;b&ii ltns'sbas:dondes'purerkemandrequiemeotswML-dbytheTruMmfactmerandmi:supmtheacc=cyandl—PL•Irnessoftheif-, tun StephenW.Warter sclfonhbytM BuMhgAipr. Awalonth'sd—bgh&atesacceplameofpmfessomlengircerugmspousadlymL•bfmtbe 1—omp-1dc*shmsn. The miabiRyandux ofth'scomM-1 foranyroncuLbumingdesl Mhetespmsbdsyof SNrL EhgN54395 IheBxdlbgDes�er.perAlSlM1-3007 ChapW2.-WARNM-Tmausmquie{mperbandfig.emctbmwslmbt andtcaebg. RefcriothchtcsedibnofBCSI(BuSlbgComponi Safelylaro lwpblypoducedbyM=dSBCA)farpr r �yC N. Kin I-E FL Pierce h°amlbnmethodandinponantmfcryhf atbnmbtbgtotheenlbecon°mnlbnpmcess lnlbeabxoceof�ecds rt°albibnandtempomrymsimbl/bmcinggmcirntbnsbyothcmtbck9ahtbnfnclxfngiwa6nbntohmne )andtcmpomry gs gb- resmbt/bmehgoftheln ssfialbehacemdmc"b BC31-BlandBCSI-B2.Trusxsabhmquielcmammmslmmifle,ngofchordsandcenahuebmembem(ut=ixlcated).Th'sdmuugonyidkatestcbcati+srf hlemlresmhI.The metlwdofid'n ilualtrh�membaresmuVbrachgzhalbe°s�ecfedhylheBu3ingiks�rcrperATSVTI'1),Clupler2; Especdn lrusspemuanent6racbg des€nsnol�ecGedM•othcmtll;.h lheaccompEhedbesmidardMwrvhtemlmdmhlard /; dngoaalbmchgdetaikhacwdmceatihBCSI•B3mBCSI-B7asappkabl.'IMPORTANT-Thisdesgmammeslhelrussman°factuxd'naccordaauwihlhsdmwbgamlWequafiyeriem yecd dhATSVCP11 Chapler3.Mmnnectorphlesdtal Celt be manufactured bySmpson Strong-Te 41 _ Southern Truss Companies, Inc. Truss: J23 e ' ' SOUTHERN 2590 N. kings Highway JobNxre. WS-5512-C-BR BAL EXLN TRUSS Fort Pierce, F134951 Designer. JAO Component Solutions'M COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 4/9/2014 2:5802 PM Truss Page: 1 of 1 Version:4.352 Puild 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 1-11-0 0/12 1 0-0-0 1-7-0 0-0-0 0-0-0 1 24in lllbs 3-6-0 1-11-0 1-7-0 1-11-0 2x4 I 2x4 i 1 2 5 H Li of 4 2x4 2x4 - MGT2 O-M 0-0-0 1-11-0 1-11-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (1st) BldgCode: FBC 201d TC: 0.51(2-5) Vert T4 Oin L11999 (3.4) L/240 TCLL : 20 TPI 1-2007 DC: Q03 (3.4) Vat U., 0 in L / 999 3 L / 360 TCDL: 0 Rep Mbrinerrase: Yes Web: 0.45(1.4) Hera TL: QO?in 3 BCI]-: 0 D.O.L : 125 % Creep Factor, Ka= 1.5 BCDL: 10 Plate Offsets(1nt:XYAng} (I:I-123490.) (2-2-12349Q) (3.-A2-&Q) (4:1-12n9Q) ' Reaction Summary 1T Type Brgconbo Hg Wdh Material Rqd B><g WAh Max React Max Grew UpliftM. Wind Uplift Max Uplift Max Horiz 4 H Roll (rnas) 1 1.5 in - 3.00 in 4211s - - - I Pin (foss) 1 1.5 in 3.00 in 7711s 431h; -13 Has -4311s 54 Ibs 3 H Roll (Wall) 1 8 in Cmaete Masuhry 3.00 in 163 lb; - •214 Its-21411s - Material Summary Bracing Summary TC SP (ALSC6-2013) i2 2x 4 TC Bracing Sheathed or Plalins at 6-3-Q Pmtin design by Others. BC SP (ALSC6-2013) I2 2x 4 BC Bracing Sheathed aRalins at 6-34 Pullin design by Others. Webs SP (ALSC6-2012)13 2. 4 ax pt: LS 2-3 SP (AC6-2013) I2 2x 6 Loads Summary 1) This toss has been dsigted for the effects den to 10 psfbottun chord live load plus dad Inds. 2) 7his toss has been designed fbr the effects of wind load; in aesrdsnce with ASCE7 -10 with the fdlowinghsa defined input: 170 nph hdrimte, Exposure C,.Overall Bldg Dins 85 ft x 60 ft, It = 24 fl. Not End 7me Truss, Right ehdweb o nsid:nA DOL= 1.33 , CC Zane Whdh 6 R 3) Minimmh storm attic loading in accordance with MC Table 16011 has not been applied. t Member Forces Summary Table indicates: Marba JD, roax CSI, rrex abal force; (nnx amps fiats ifdfferent from nex axial force) TC 1-2 Q498 -Q lb. 2-5 Q511 OOs BC 3 i ('Lk 76lbs (49 Rs Wes 114 0.450 Outs 2-3 Q142 532ls (-146 Its)B®®®e Truss -to -truss Connections Summary ID CaniedTms CarryingTnss Canying Offsa Angle OOe �a o oe 000eo o� �B W39 121 MGT2 24)•12 Z70 deg O®O A. _ oo�O S E gyp® Notes: ©�� e �C► �9� °oe o ©© 1) This dzigh is based an ASCE 7-10 as referenced by the 2010 Florida Building Cod m 2) When this toss has been chosen for gality assurance inspection, the Plate Placarcnt Method MTPI 1-20MIA32 shall be wed Cq= 1.17. , . f, 3) Building Designer shall verify selfweiglht ofthe toss and other dad lead naterials der not acazl TCDL 0psf c % i ` Q ,W\ ° U1 m 4 Tms4t dews cmnectim is fa deal int tim ml A horn aahershuclmsl canneaim shall be provided to resist the ma, reaction and ift shown in the Reactim S o o e U e @°fh� � y gs Pa'i �� hrhrrnry 5) Provide adequate drainnage to prevent pmdng ® o 6)listedwindtglift reactions basedm MWFRS Onlyloading © o O oo�m ° p o O ® q a KIDP L 0 m®e®®o ctiS I ®l- % OBBOf1B •N0nCF-Ampyonh'sdestmsha1bc fmni8edtothecrectuoconlmctm. ll desgoonh'sudihih.11—i;b>ado°desacr:erhandregoiememssgrpkdbylbeT=Nbnufact=rmAmfesepontbeaccmacyandcmpblcme oftkbr tim Stephen W. Mki ter MWbbyhle Buil6g Dresher. Asalonhh'sdmni�giMcalesacceplanceofraofetidmalmgincrhgmspomsibSlymkyfmlbe nuseomponem detashmm TMsdabM[yand=ofth'scmpmem foranypakuhrb.BJhg&*.in iMmsperosbSryof the Bu336glk ky r.perAMIrM 1-2007 Chapter2'WARNM-TrussesmquiepmperMndkgcmctbgm5mul andbmciag.ltfrmothcblesellihnofBCS1(BuXiagComp—ratSRtylnfmmathnphtypmducedbyfPlandSBCA)fb'pmrcr Smxz Eng R 54395 neahhtbnmethodsand'mpmwtmfctynformatbnmbtbgiotheentieco amct'mhpmcess lnhh°abxnceofsyecfc rt9aBhtunandlempoarymsmhl/bmchgz[ecdsati+mbyolhers lheu9ablbn(abdngit9a83thn1okmrces)andlemporary 2590 N. Icings High. FL Pierce Fl 34951 resnairl 161gaftbet—acssh albe namordaneeuihlICSI-BI andBCSI-B2. TmwsabDrequie pem amnt m.imht/bmchgofchordsandcenahm:bmembcm(a6ere bd'sated).7'h'sdmumgonyudcateslhelxatbnsfmhtemlre9rabLThe melho 01" it It�memberreslrebubncbgshalbeasqwiredbytheBudlitgD:,t. pMANSrMI,Ch pter2;ifq-fetruspermanentbmengdesgnhnotq=irrdbyothmtltbdmlbeaccompEhcdbystnndwdidu4ryblemlmdmiiiand d'ogomlbaehgdeta%bamord=euihBCSI-B3orBCSI-B7asappkabk.-DaMTAN1'•Th'sdesypamanesthetnn ks facturednaccorda uibth'sdmwhgandtbegmliycriemspecif d'nAtEYM1Cbapm3.Alemmectmpbtes%al bemamdhcturedbySmpmnStmng.TkC°minny,Incbaccordanceu2hFMLa-762.Alcomhectmphlesare2Ogage,umksthegsecir dpblesee'sfokurdbya"-IB"u6khiidkatesa°18gagephte. G Southern Truss Companies, Inc. Truss: J22 2590 N. kings Highway JobName: WS-5512-C-BRBALrEXLN SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsTMt TRUSS COMPANIES COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: off 14 258�3 PM I of 1 Truss Version:[Build 11 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 1-11-0 0 /12 1 0-0-0 1-7-0 0-0-0 0-0-0 1 24 in 14lbs 3x4 I 1 1-11-o 1 1-7-0 1-11-0 2x4 1 2 5 MGT2 3 2x4 - 0-0-0 0-0-0 1-11-0 � 1-11-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psQ Bldg Code: FBC 2010' TC: 0.74(1-2) Vert TL- Oin 1./999 (214) L/240 TCLL: 20 TPl 1-20W BC: ftO3(34) Vert Ll.: 0in L/999 3 L/360 TCDL: 0 Rep Mbr Increase: Yes Web: OL63(1A) Herz TL- ftft5 in 3 BCLL : 0 D.O.L : 125 % Creep Facto , Ka= 1.5 BCDL: 10 Plate Offsets ❑nt,XY.Anek (1:1-12AM) (22-W-8,90.) (1544240.) (4:1-123-&90L) Reaction Summary 1T Type Brg Cmbo Brg Wldh Material Rill BM Win ' Max React Max Gm Uplift Max Wind Uplift Max Uplift Max Haiz 4 H Roll (rniss) 1 1.5 in - 3.00 in 4211s - - - 1 Pin (fnss) 1 1.5 in 3.03 in 1641bs 431ts 48 is -48lbs 83lbs 3 H Rdl (Nall) 1 8 in Concrete Masonry 3.00 in 163 Rs - -250 Is -25016s Material Summary Bracing Summary TC SP (ALSC62013)12 2 x 4 TC Bracing Shathed aPtniins at 6-3Q Padin desiV1 by Others. BC SP (AISC6-2013)12 2 x 4 BC Bracing ShathedorPmlins at 6-3Q Pmlin desi®t by0lhers. Webs SP (AISC62012) IB 2 x 4 acept: 2-3 SP (ALSC62013) M 2x 6 Loads Summary I) This toss has bem designed for the effects die to 10psf baton chord live lad phis dad lad;. 2) This tnss has been designed for the effects ofwind lads in aaanhncewith ASCEI-10 with the following leer defined inppd: tAnphddmtq E+rw=C,Ovem11BIt Dim85 if x 60 ft, h = 24 $ Not End Zme Tms, Right and web considered DOL=1.33, CC Zme Widh 6 ft 3) Minirrman staag attic ladng in aaxRhnce with IBC Table 1607.1 has not been applied f Member Forces Summary Table indata:MerbcID, =CS4r°ax°Aal&me.(rrazmRrforce rfdBacnfun naxaxalfaa) �� TC 11-2 0740 148 lbs (-78lbs)12-5 0.511 0lbs I Truss -to -truss Connections Summary m CanicdTnes CanyingTnss Carrying Offset Angie Tr40 J22 MG[2 40-12 270 deg Notes: 1) This dsign is based onASCE 7-10 as referrn. cod by the 2010 FloridaFlorid➢ Building Ce 2) When this bliss has been chosen for tpality asswattce inspection, the Plate Placarell Method per TP11-20D7A3.2 shall be used Cq=1.17. 3)Wldng Designershall verify selfweight ofthe teas and other dad lad ratcrials der not =edTCDL 0psf 4) Tms4o4nss emnectim is fa@aphicel into p datim mly A han(ga aherstnct" connection shall be provided to resist the tax reaction and toift shown in the Ractim Slmmvy 5) Provide adgale daina� to prevart pmdng 6) fisted wind uplift maims based on MWFRS Only ladng fwiliedrolh-reethnconrmcim Tie Stephen W. Warter Stnri Eng054395 2590N. Kings High. Ft Pierce F1-14951 dhipw1bracng dela�kb accord— Chapler3. Al—ctorphtcAml Mod Southern Truss Companies, Inc. Truss: J19 2590 N. kings Highway JobName: WS-5512-C-BR BAL EXLN SOUTHERN TRUSS Fort Pierce, F134951 Designer. JAO Component Solutiows COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 4/9/2014 2:58.03 PM Truss Page: 1 of 1 Version: 4352 iBu11d 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 1-9-0 5112 1 1-6-0 0-0-0 0-0-0 0-0-0 1 12 in 12I s j I �T7I OOP I O IO 1-8-0 11-9.0.0 12 5i— 2x4 1 2 0-0-0 0-0-0 1-s•o 1-s-o Loading General CSI Summary Deflection L/ (loc) Allowed Load (w9 Blt Code: FBC 201V TC: G34(5-1) Vat TL- Oin L/999 (3-4) L/240 TCLL : 20 TPI 1-2007 BC: Q02 (3-4) Vert IL- 0 in L / 999 3 L/ 360 TCDL: 0 Rep Mhrinerease: Yes Wcb: 0.09(1-4) Herz TL- Oin 2 BCIL: 0 D.O.L : 125 % Creep Factq Ka= 1.5 13CDL: 10 Plate Ofsets(1nt:X,Y,Ang): (1:2-124490.) (2.,I-124-&90.)_ (3:1.123-8.90.) (4:2-12,3-&9(1) Reaction Summary JT Type ftcaft ftwah Material Rqd Btg Wdh Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Haiz 4 H Roll (Wall) 1 Concrete in Cone Masonry 3A0 in 79 lls - -821ts .82 Rs - - 3 Pin (rntss) 1 1.5 in - 3,00 in 161bs - - - 9611s 2 H Roll (nuns) 1 1.5 in - 3.00 in 26 Rs -22 lbs A Its -22lbs - Material Summary TC SP (ALSC6-2013) (2 2x 4 BC SP (ALSC6-2013) (2 2x 4 Wets SP (A1SC6-2012) RS 2x 4 acept: IA SP (AISC6-2013) 02 2x 6 Loads Summary Bracing Summary TC Bracing Sheathed orPmlins at 6.3 Q Pmlin dsign by Others. BC Bracing SheathWorPmlins at 1004 Pmlin dsiBt by Others. I) This hiss has been desilped for the effects do to 10 psf bottan chord live loadplus Mad loads. 2) This bras has ban dsigted for the effects ofwind loads in accordance with ASCE/- 10 with the follovingtsa defined inprL- 170nTh WtinnteEVm C,Overall Blt D4m&5 fi x 60 $ h - 24 ft, Not Fnd Zane Tess, Neitherend web oortsidered DOL= 1.33, CC Zme Wtdh 61 3) Mmimmt storarp attic loading in accordance with IBC Table 1607.1 has not bear applied Member Forces Summary Table inflates: M,.f-tD, rmx CSI, max axial face, (rrax carp[ fare ifdfr—t from rrex axial face) TC SI a34i 13 lba 1-2 a240 .14lbs BC 3-0 s019 %ihs Wes 114 QOJO 2471bs (-7011s) 2-3 (1000 0lbs tQw Notes: 1) This dsir/t is based no ASCE 7-10 as refermoed by the 2010 Florida Btdlding Coe. 2) Unlabeled plats are 2e4 20X. 3) Men this truss has been chosen fixgnlity asstaance inspeclim, the Plate Placerrent MethodpaTP11-200JA3.2 shall be reed Cq=1.17. 4) Wlding Dsignershall verify self weight of the leas and other dead load materials do not aceedTCDL 0 pst 5) Tnss4o-hta5 connection is fwgraphioal intapctatim only. A han(nra other stntcaml connection shall be pwtdd to gist the rrax reaction and ttplift shovn in the Reaction Suncrmy 6) Listed wind uplift reactions basal on MWFRS Only loading naamfun Ndssadinpriant funiMedtotheemctuncontractor. Stephen W. Warter Stnc[ Fng 054395 2590N. Kings High. FL Piste Fl .I4951 andBCSI-132. 18gage Phte. _ Southern Truss Companies, Inc. Truss: MGT2 SOUTHERN 2590 N. kings Highway 7obName: WS-5512-C-BR BAL: EXLN TRUSS Fort Pierce, F134951 Designer IAO Component SolutionsThf 800 232-0509 772 464-4160 772 318-0016 Fax Date: I o 2014 258 04 PM Truss COMPANIES ( ) ( ) ( ) Pages 1 of2 Version:4.352[Build 1 Span pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 5-9-8 5 /12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 12 in 24 Is 738 1-6-0 5-9-8 5-9-8 2 12 5F— too o, to 31� � 1 0 0 4 3 J23 J22 A14G 0-0-0 0-0-0 6-9-8 5-9-8 Loading General CSI Summary Deflection L/ (loc) Allowed Carda)Lmds 00 BldgCode: FBC 20101 TC: Q35(1-2) Vet T1.: Q08 in L/7.14 (3-q L/240 TCIL: 20 TPI I-= BC: G32(}I) Vat LL- G02 in L/999 (7-I) L/360 TCDL: 0 Rcp Mbrinc=c: No Web: 0.00(1) H=TL- 0.01 in 2 BCIL: 0 D.O.L : 125 % Crap Factor, Kcr= 1.5 ECDL: 10 Plate offsets unhXYMY (1-}I140.90.) Reaction Summary 3T Type HKCmbo Brg Wdth Material Rod ag Wdth Max Read Max Gray Uplift Max Wind Upift Max Uplift Max Hai. _ 1 Pin (Wall) 1 gin Concrete Masonry 3.00 in155lbs; --1431ts 143 an 19711s 3 H Roll (foss) 1 1.5 in - 3.00 in 931fs - -15 lbs -151hs 2 H Roll (foss) 1 1-5 in - 3.00 in 61 Its - -9611s -961ts Material Summary Bracing Summary TC SP (AISC6-2013) i2 2 x 4 TC Btaang Sheathed aPmlins at 6.3.Q Perlin hsigl b70thas. 13C SP (A1SC6.2013) t2 2 x 4 DC Bracing Sheathed a Ptclins at 10M Perlin (icigt by Others. \Vets slider SP(AISC6-2013)12 2x 4 Loads Summary 1) This hiss has been designed fa the eBecs de to t0 psf bottan chord lire Imd pile dead 1mds. 2)Standmd loads m Tosses Camod by this Girdr. TCLitc=20psQTCDmd=Opsf;BCLitc=Ops BCDmd=lops[ 3)This toss has ken dsighed fa the effects of wind load; in acomlancewith ASCE7- 10 with the follming beer defined input: 170nphtdtimatq Etgx =C,Osaall Blt Dim S5 ft x60 R h - 24 fL Not DdZone Toss, Neitherandwebaxtsidaed DOL= 1.33, CC Zme Witch 61L 4) Mrnimenstaar. attic loading in accadmee with IBC Table 1607.1 has not berm allied Load Case Lrl: Std ]Live Load Pont Loads Meiniber LocationDirectionLoad Trib Wdth Tcp Chd 2412 Up 6lbs 24 in Tcp Chd 4412 Up 61ts 24 in°oe000°oo Load Case D1: Std Dead Load Q�� ° B o0o�e �'i $ Et9 Point Loads G ° Mccber location DirectionLoad Trib Wtih Bat Chd 2 Dam 21 Its 24 in a\ Bd 441 Chd 4Al2 Dam 21 Ik 24 in Member Forces Summary Table indicates: Metier ID, mx CS1, hoax axial fax (rtex ca1x fare ifdiffemt fran tnax aAal fads) m TC 14I n299 .16 lbs,I1.2 0.3r m -231 lbs I o Q e e ° BC }I Q320 108Ibs (-691ts) � o ��"=T•/ �o PIO � Wets °e C *<) 0 O Truss -to -truss Connections Summary ID CaniedTnss CwryingTnss CarryingOdset Angle °° b T139 323 MGT2 2412 Z70 deg deg�®,A °Oeoee000"-�Q®®® TRg in MGM A" 1144GG W -4 godeg d,84198 S 80 10,6e_,0®® TUnCB•AcoMoftbhdc*adulbefumikdlotbcemctb°contmctm. Tbededpm lhi dnidwlt aabas:dond,:*ncrfem and mquiements, vMkdbylheT=WnufactumrandmhsLgmlhe accumcyatdeomphtenesofthe of a16n Stephen W. WaRer at fonhbylhe BwkhgDcsq r.A=I=Ihsdmwugb&atesacccplawcofpmfcsbwlengbc�gmAnnbdsymLly fortkt—scemponeal dcstnsh sa'n-Aabdryad= orftcompooent foranypmeuErbudfngdealmathe responsbinyof Shict. Ehg B W95 1heBu5lb&D--Ap, r,perAtSIrM l-2o07 Charxer^•WARti¢76•Trusxsmquiepmpuhardiog,erectmr.msmht aodlxacug• RcRrtothebles ediimof8CSl(Bm)RiSCompo=n1 Safely WormatbnpblHPoducedby Plm-9iCA)forpmfer n°alknin elbodsand mpodam saretyhfmatbnrehiogtolhe cnlhconanstbrrpmces lnlheab—ofspcc'dx k9alrl'°nandlempmrymdmht/bmcngspecif°almslryotic'Mibe hiahii,n(imbdngunaklontoLmoces)andtcmpnmry 2590N. Fangs High. Ft Piax F134951 res abi/bacbgufthe Inwessbalbe baccordancewibBCSI-Bl aMBCSI-B2. Tns�sahirequte permawm restm WbacbgofebordsoM cenahuebmembers(ufiem:dimted). Thbd—i5 go*ir&aleslbe lxalbnsforbtemlm9abt.The metho nAiM.Itms—robe r rainYbcbg dmlbe gmili dbylhe Bulf Dcst ert-Al5VIP11,Chaptcr2; dspecde lrusspelmanent bracbgdc nsnntspccddbynOxrs,lhi;dmA6e ocenmpEhedbystmAardiduen•htemlrestrabt and r..,— d°gmalbaebgdctaibbaccmdancewlhBCSI-B3orB(SI-B7asappkabL.-BvWMTMIr-Tbb&*asawestbetmv manurbetumdnaccord=ewibibcdmwbgandtUgwTiycrierb Veeds•.dnAh61/IPIl Cbapta3.Alcomrcetwphtesdnl ' bemanufaclmedbySinpsuStmng-TECompany,hkbaccord3mcwfhFSR-2762.Alconoeclorpblesam-Vpage.tmLssthreg cir.dpbte.meirflbucdby.'.Irubibh&atesan Iggagepble. _ Southern Truss Companies, Inc. Truss: MGT2 SOUTHERN 2590 N. kings Highway JobName: WS-5512-C-BR BAL EXLN TRUSS Fort Pierce, F134951 Designer. JAO Component Solutions'Td COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 2 o 2014 258 05 PM Truss Page: 2 of2 Version: 4352[Build 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 5-9-8 5 /12 1 1-6-0 0-0-0 0-0-0 0-M 1 12 in 241bs Notes: I) This d sip is based on ASCE 740 as referenced by the 2010 Flmda Wlding Code 2) Unlabeled plates are 2e420g, 3) Men this toss has been chosen for grality asswance inspection, the Plate Placarcnt Method per TPI 1-20DA3.2 shall be mod. Cq=1.17. 4) Truss —to —truss connection is for graphical intapetation only A hart gr a other struchoW connection shall be provided to resist the rrmx motion and uplift sho vn in the Reactim Stammry 5) Listed wind uplift reactions Lased at MWFRS Only 1®ding. V dr� eB®Bg a °go o Lo to A -Y^ °° V �� Ti O�- o 0 Blee ®�8��+ S ®�o,`®®®p0� #ff ago 'NWICE'Acopyofth'sdeskmshilbcfiw�hedlotMeme lb.co°lmctm. Ti desgnoflh'sid&iiall—'sMzdmdcsgncrierhandmq+ucmemsmM5!dbythe7ta Mn ranmera+drcksupemtheaccamcyaadcampt;lenesofthenf—.toa Stephen W. Waner 3l forth bythe Bailinglksipxr.Axalonlh'sNawognd'eatcsacceptarccofpmfesoualengoeemgre.WoosbS/yxL•yforthe tn�¢compor�enl desQm shm+n. The wiabSryanduz ofth'seampoaem fora.ypadeuh,b.Hogdesgoisth°rcst—bieyof Strom. Fs n54395 lheBu5fog13-n e—perATSf 1-2007 CWp.,2.-WABMNG•T—u.guiepmperha�Remclomresmolandbmeng•RefertothehlcgcdinnofBCSlBuilfogComponenl&fclyloformalimpotyp medbyrPlandSBCA)f polar g n9a8tlonmethodsmWi l tam afelyiionnatonrehlhgtothe e°Iie con roetonpmcem In the absenceofrpocife o9albionand temporaryreemnt/bmcogspecdeatomtryothersthe imamliin(ucldogo9aratontoL•moeu)andtempomry 2S9H N. King: High. FL Pierce F134951 re9mnllGachgoflhetnrssshAbe in accordance nihBCSI-BI aadBCSI-B2.T—ahorequire permanent-1.W/bracugofcbordsa°d certain aebmeaben(ntcreindcated). Thf dmaitgonyidnateslhe beatonsforhlemlreamnt.Tbe methodofndn•iiinitnssmeml�resranUbracngdul6eas�ec� dbptheBudii+gAvzrcrperATSUI'1'II,Chapler2;i'�ecfs truspmmarrcnt brsi><densnol spec�dbyothers.th'sdial6enccomp(hedM9ardardiduap•htemlresmntnnd dogo.albmcogdelakoamordaacemihBCSI-B3mBCSI-B7asapp&abb.•B&IOATANr'ThBdeagoammestbe t—bona.ufaclmcdnac,.,d—.svlhthsdmangondthe q.Uy crierh WecdedhANSVM l Cbapter3. Alcmmectorphlesstus bemanufactmedbySiafsm3rong-TeCompmy,lnc naccmdntte+tihESlt-2763.AIcomectorphlesare20pa8e.�lherpecdrApbte s'va'sfolmedbya "-IS"abnhndcatesaa 18 gagephte. Southern Truss Companies, Inc. Truss: J59E 2590 N. kings Highway JobName: WS-5512-C-BR BAL EXLN SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsTm TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: Page: 4/9/2014 258 05 PM 1 oft Truss Version:4.352 rBufid 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 5-9-8 5 /12 29 1-6-0 0-0-0 0-M 0-0-0 1 24 in 22 Is 1-&0 5-9-8 2 4 A14G A21G 0-0-0 0-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Lead (psQ Bldg Code: FBC 2010' TC: 0.68(1-2) Vat TL• 0.09 in L/682 (34) L/240 TC1L: 20 TPI 1-2007 BC: a38 (34) Vat LL 0 in L / 999 3 L / 360 TCDL: 0 Rey Mbr Incase: Yes Web: 0.30(1-4) Hoc TL Q08 in 2 13CLL: 0 DAL: 125 % Creep Factor, Ka= 1.5 13CDL: 10 Plate Offctu flntXY.Ane1: (1:2-124-8.90.) (4:2-12340.9Q) _ Reaction Summary JT 7yye Bag Carlo Big VJdth Material Rcd Big Wdh Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Haiz 4 Pin (Wall) 1 8 in Canade Masmry 3,W m 251 Ibs --23711s-23711s 381 Its 2 H Roll (foss) 1 1.5 in - 3.OD in 151 Ilia - -214 lbs-214lbs 3 H Roll (fnss) 1 1.5 in - 3.00 in Ill Its - - Material Summary Bracing Summary TC SP (ALSC6-2013) SS 2 x 4 TC Bracing Sheathed a Mins at 6-3-Q Pullin dsiga by Others. BC SP (AISC6.2DI3)12 2x 4 BC Bracing Sheathed a Aalins at 100Q Min dsiV% by Others. Weis SP (AISC6-7D13) t2 2 x 6 Loads Summary 1) This tnss has been dsigned for the effects dp to 10 sf baton clad live Iwd phis dad Imd;. 2) This hiss has been dsigaed fa the effects of wind Iwd; in aaotdance with ASCE7 -10 with the follavingtiser d=ifined inpC: 170 nph Wdmte Pvame C, Ovaall BIt Di= 85 ft x 60 Q h = 24 ft, Not End Zane Tnss, Neitherrndweb cansidaed DOL= 1.33 , CC Zme WSdh 61L 3) Miniman staagy attic loading in accordance with IBC Table IW7.1 has nd been aplAiel Member Forces Summary Table indiI atc : Meater ID, nnx CSI, max a)dal face, (nan coepr face if d ffaeit fmm n—)dal fare) 1 TC 5-1 061 7711s 1-2 Q683-167IFs (� 1 !3C 3-0 Q384 011s Wets 11.4 0.300 605 the (-191 Rs) _ O©�•BO�p e m�a aLU e C © e Q a 4 e4 °Va �qy is l6 mac/ S S ®®�Ya'®p Stephen W. Warter Stma. Fng N 54395 2590 N. Kings Higa. Ft Pieces F134951 Southern Truss Companies, Inc. Truss: J59E tie i 2590N. kings Highway JobNafne: WS-5512-C-BR SOUTHERN Designer. JAO TRUSS Fort Pierce, F134951 Component SolutionsT^r COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 2 of2014 258 06 PM Truss Page: 2 2 Version: 4.352 lid I Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 5-9-8 5112 29 1-6-0 0-0-0 0-0-0 0-0-0 1 24m 221bs Truss -to -truss Connections Summary ID CaniedTrss CarryingTruss Carrying00set AnrJe TT37 J59E A14G 7412 90 deg T137 159E A140 9412. 90 deg TT37 159E A14G 11412 90 deg TT37 159E, A14G 61412 90 deg TT37 159E A140 15412 90 deg 7T37- 359E _ A14G 17.412 90 deg TT37 J59E A14G 19412 90 deg TT37, J59E A14G 21412. 90 deg TT37 _ 159E _ . A. 21412 90 deg .TT37 • . 159E A144i 25¢12- 90 deg TT37 159E A14G Z7412 90 deg TT37 159E A14G_ 29412 .. 90dg TT37 159E A14G 31412 90 deg TT37 159E A14G 33412: 90 deg TT52 J59E A2IG 084 90deg TT52 159E. A21G 2-94 90 deg 7752 J59E A21G 4-8-4 90 deg TM J59E A21G 6-94 90dcg. TT52 159E A21G 9-84 90deg TT52 159E -A21G 1044 90 deg TT52 J59E A21G 12-84 90 deg TIM J59E A21(3 14-8.4 90deg TT52 159E A210 1644 90 deg TT52 J59E A21G 18-84 90 deg TT52 J59E A21G 20-" 90 deg TT52 359E A21G 22-8-4 90 deg TT52 159E A21G 24-84 90dg TT52 159E A21G 2684 90 deg TT52 159E A21G 2944 90 deg Notes: 1) This design is based at ASCE 7-10 as referonced bythe 2010 Florida Building Code. 2) Unlabeled plates are a4 20ga. 3) When this tnss has been chosen frclulity asses w inspection, the Plate Plaoarelt Method perTPl 1-20WJA3.2 shall be mod Cq=1.17. 4) 0rilding Dsignershall verify selfweight of the miss and otherdyed Lad naterials der not aiecd TCDL 0 psf 5) Tnss-to-tnss connection is fa graphical interpetation only A hanger or other stnrceaal connection shall be prodded to mist the nes rnction and uplift shown in the Reaction Suntely 6) Listed wind uplift reactions based on MWFRS Only lading ®gay oAA e® AB®ge® m®o S E ©ov 39 ° • off^ eW m a m ° p ado °moo 0 S 1�®,®®°° 't401'10E•Awpryofth'sdeiprshabbe fumi,bedtolheerc<Ibneontmctor. ilrcdesQmofthiand'nifualUua'sbas:dmMsty<riem andrequiamenfssryp&dbytheTmsManufact°rcrandreksuponthe accumcyandcompWeoesoflhe of ton Stephen W. Warta .it. hbylheBu3lhgn!*pr.Arcalonlh'sdmwngud'eaicsaeceptanceofpmfes6=lengheerngmspoasbiaywL•bforlhetruscomponentdeson3omTbemiabiayandmoftt,scompmntforanypmi:uhrb3fngdegm is'. rcsponsi ayet StmtY. Eng H54395 IheBudlhgLlsig—r.pwrATSVrPII?007 Chap.'_'WARNING-Trunessequmpopwrlamtf°g.ereclbmreslmhl ardbmcbg. Ref tolbeblest ecki—fiCST(BuMingComluce°tsfetylaronnatbnputlypmducedby777a�SBCA)fminoper h9a6ath—lb odsandmponenlmfetyhformntbnmhthglotheentbecon9tuctbnj=esslniwabmmeofgweGciwahlbnandlempomrymgmiaVbmchgspeedsatimbyoatwmthenaaht'vn(i bdngkda6d'ontohsmces)andtempomry 2590N. IGng; Hier. FL Pia¢Fl34951 re9mid/brachg°nMlnuxsshal6ehaccordavice tihBCS1-81 andDC51-B?7riuv:sa�mquiep.marcol rc9mbVbm<hgoCclrordsandcenahuebmembers(nterc iMhated).Th'sdmrvbgonFjhdEateslhe bealbasfarhtemlre9mv1.The melhodofhdi,iJ.luthe Bmd4E0.grerperAN= I.Chapler2: i�eciCe uusprnnarwntbraebgdes<newt deed dlry•othe�WsshaHbeoccomphhedby9nnd rd:dtmq•hlemlrcamhtand �� d'ngnwlbmchgdeta�khaccoNaixe.s9hHC9-B3 orBCSf-B7asappEahl.'B.ffORTANf•Th'sdesigoa�meslhet a'smanufa.mednoccordanceudhth'sdmuugandtbequahycriemspecdzd'oANSil1771 CtuD1.3. AAconneewrphtesLal bemanufactmedbySmpsan3mng-Te Company.lac haccordancerJt1iESR-2762.Al—clurphtesare20 gage,unkalbespecEldpbte she' sfobmedbya"-18"ahchbd'eatesan 18gagephi.. a Southern Truss Companies, Inc. Truss: BE P � ` � h:. MR SOUTHERN 2590 N. kings Highway 1obName: WS-5512-C-BR BALEXLN e TRUSS Fort Pierce, F134951 Designer: 1AO Component s]utionsT"t COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 14 2:58 06 PM Trusss 10fl Page: 1 of 1 Version: 4.35 2 [Build 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 5-0-0 5 /12 4 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 201bs 5-0-0 5-0-0 CJ59E 0-0-0 0-0-0 5-0-0 r 5-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psf) Bhg Code: FBC 20101 TC: Q93(1-2) Vet TL• 005 in L/999 (34) L/240 TCLL: 20 TPI I-2007 13C: 0.28(3-4) Vet LL• fin L1999 3 L/360 TCDL: 0 Rep Mbrinarase: Yes Web: QZ7(1-4) Hca TL (106 in 2 BCLL: 0 D.O.L. : 125 % Creep Facto, Ka- 1.5 BCDL: 10 Plate Offsets (JnI:XY.Ang): (1:2-)2."M) (4:2-IZ3-8.9a) Reaction Summary 1T Type Big Como Brgl4idb Material F4Bigllldh Max React Max Grav Uplift Max Wand Uplift Max Uplift Max Hodz 4 Pin(Nall) 1 8in Concrete Masonty 3.00in 230IN --2001hs-20011s 333163 3 H Rol (foss) 1 1.5 in - 3.03 in 95lbs - - 2 H Rol: (rr ss) 1 1.5 in - 3.00 in 101 lb; -3 Its 146 lbs-I461ts - Material Summary Bracing Summary TC SP (AL4C6aDI3) IQ 2 x 4 TC Bracing Sheathed aPudins at 4LQ Patin design by Others. BC SP (AISC6.20I3) M- 2x 4 BC Bracing sheathed or Pmlins at 100Q Pudin dsigp by Others. Wds SP (AISC6-2013) Irl 2 x 6 Loads Summary 1) This toss has been dsigted fa the effects de to IO psfbottan chord live load pl s deed Iceds. 2) This toss hasban dsigted fa the effects ofwind loads in aceadarum withASCE7- 10 with the fullmingtsa&tined input: M❑pltultinnt, Fapoarae C, Overall BILtDins85 ft x 60 ft, h = 24 ft Not Fnd Zane Toss, Neither end web considned DOL= Lai, CC Zme R4dth 6 ft. 3) Minimmrstmage attic loading in acmtdance with IBC Table 1607.1 has not been applied Member Forces Summary Table indicates: MenberIn, ttaxCSl,=xdalform (nnxconprforce if(Effeattfluirnxaxalfaoe) 27 TC SI 6% 11s 1-2 n928-13016s 0. BC L 011s Was 1-4 0.2% 550 Its (477 Ibs) Truss -to -truss 11) ��Truss Connections Summary CanyingOffse Angle Tr51 !SE CJ59E 7-2-11 45 o S 0 T751 J5E CJ59E' 7-2-11 315 deg- c>,0b/°-�� 7 B4P Notes: Qo��;°o,C) 1) This (ksign is based not ASCE 7-10 asrefou ood by the 2010 F1aida®dldng Cow 2)Unlabdodphts are Zx420f;L 3) When this truss has been chosen fbr quality assurance inspection, the Plate Plaonatert Method per TP11-2aPJA3.2 shall be sled Cq-1.17. °u m 4) 13rdlrbng Dsigum shall verifysdfweiglitoftheoss andotherdadloadnntedals dana«c¢d TCDLOtsf ®(� ° a o 5)Tr ss-to-tnss rmnectim is fa@aphiwl interpretation only A hangs otherstmcYural connection shall be pmvidedto mist the noxreaaim anduplift shown in the Reaction Sumwry 6) Listed wind uplift reactions basedm MWFRS Only lwdng 0 4D eq �L6�° Via Stephen W. Warter Stnxt Eng ft 54395 2590 N. King; High. FL Pierce FI 34951 Southern Truss Companies, Inc. Truss: BE 2590 N. kings Highway JobName: WS-5512-C-BR BALrEXIN SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsTM TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: Page: 14 2:58 07 PM I of 1 of Truss version:4.352 [Build 1 Span I Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 3-0-0 5 /12 6 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 14 lbs 1 4-6-0 1-6-0 3-0-0 3-0-0 CJ59E CJ39 0-0-0 0-0-0 3-0-0 _ 3-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (JsQ Bitcode: FBC 2010' TC: a69(5-1) Vut TL- (101 in L/999 (34) L1240 TCLL : 20 TPl I.200/ BC: C09 (3-4) Vat tl. O in L/ 999 3 L 1360 TCDL: 0 Rep Mbrincrose: Yes Web: 0.21(14) Haz TL- 0.01 in 2 BCLL: 0 D.O.L: 125% Crap Fader, Ka=1.5 BCDL: 10 Plate Offsets Ont-XYAn): (1:2-IZ"9Q) (4'24ZAM) Reaction Summary JT Type BrgCatbO BgWdth Material Rqd Beg Wdth Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Haiz 4 Pin(Wall) 1 8in Concrete Masonry 3.00in IA lls - -166 Its -166 Rs 255 Its 3 H Roll (roes) 1 1.5 in - 3.00 in 551Is - - - 2 H Roll (rnss) 1 1.5 in - 3.00 in 5811s -20Its -7011s -70lbs - Material Summary Bracing Summary TC SP (ALSC6-2713)12 2x 4 TC Bracing Sheathed or Pmlins at 6-31-Q Pudin elsigi by Others. BC SP (ALSC6-2013) t2 2x 4 BC Bracing SbeathederRulins at I000, Galin desige by Others. Well SP (A[SC&2013)12 2x 6 Loads Summary 1) This toss has been desigeed fa the cticis die to 10 psf bottom chord live load plea dad Imds. 2) This tress has been dsighel fa the effects ofwind Inds in accordance with ASCE7- 10 with the followingwerdefinedinpd: Mmph ultimate, Expm= C, Overall BIcb Dias 85 ft x (Ali, It = 2411, Na End ZmeTnss, Neitha end web axtsidered DOL= 1.33, CC Zme Width 6 ft. 3) Minint rnstaage attic lendingin accordance with IBC Table IW7.1 has not been ap&d Member Forces Summary Table indmtm: Menber ID, max CSl, tnax anal fms, (r ex caepr face ifrfiffarat ban rmx axial face) TC SI (21 27 Rs 1-2 a366 -69I1s (� 1 BC 3d Q(H4 Olts 1`il'JI Ill Wes 114 a213 48111s (44611s) I Truss -to -truss Connections Summary m Carded Tess CarryingTms Canying Offset Anfde°e° TT50 J3E CJ59E 4412 45 deg 00 `�' °° Bid TT50 J3E C359E 44I2 315 deg. ® �° o TT55 J3E C139 4412 315 deg C0 o °�° °oo OQ .TT55 J3E CJ39 4 -12 45 de ®.81f o 045 Notes: o a Q 15 \ e o o 1) This dsigt is based on ASCE 7-10 as rderertced by the 2010 Florida B3dldng Cade. o ` �7 2) Unlabeled plates are 2x420gL 3) When this toss has been chosen fa q-Wiry mstuance inspeaion,the Plate Placertrnt Method per TP11-200UA3.2 shall be teed Cq=1. 17. m� u ra m e ro 4) Building Design a shall verify sdfwcight of the ones and other dead lead rmtedals der not exceed TCDL Oise ® o 5) Toss-to-Ims connexion is fagzphieal interpretation only A hangs or other stnctund connection shall be provided to resist the max reaction and uplift shown in the Rmctim Stmrmy 6) Listed wind rylift rmetions based on MWFRS Only loadingto ®®®®BB�8 S ® Stephen W. Warta Stnct Fog 954395 2590N. Kings High. FL Pierce FI 14951 Southern Truss Companies, Inc. Truss: J1E _ 2590 N. kings Highway JobName: WS-5512-C-BR BAL-EXLN SOUTHERN Fort Pierce, F134951 Designer. JAO ComponentSolutionsrm TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: Page: 4/9/2014 2:58.08PM 1 of 1 Truss Version:4352 [Build 1 Span Pitch Qty OHL OHR CANTL CANT PLYS Spacing WGT/PLY 1-0-0 5 /12 12 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 8lbs 2-6-0 1-6-0 1-0 1-0--00 12 5[— 2 CJ 698 39 9A ,CJ21 0-0-0 0-0-0 1-0-0 10-0 Loading General CSI Summary Deflection L/ (loc) Allowed Lead (pso BldgCode: FBC 2110' TC: Q69(5.1) Vat M. 0in L/999 (34) L/240 TCIL: 20 TP1 1-2017 BC: Q01(3� Vat LL• 0 in L/ 999 3 L / 360 TCDL: 0 Rep Mbr increase: Yes Web: a18(IA HoreTL• Q01 in 2 BCIL: 0 D.O.L. : 125 % CreepFactor, Ka= 1.5 BCDL: 10 PW° .Offi l 11n0LY.Ane1: (1:2-123-IQ9Q1 (4:2-124-690.) Reaction Summary 3 H Roll (fuss) I 1.5 in - 100 in 14IN - - 2 H Roll (rr ss) 1 1.5 in - 100 in 234lbs -721ts - -� Its Material Summary . Bracing Summary TC SP (ALSC6-2013) 02 2x 4 TC Bracing Sheathed aPudins at 63.R Pudin design by0thas. BC SP (ALSC62013)12 2x 4 BC Bracing Sheathed aMins at 1004 Perlin dmigu by others, Wets SP (ALSC6-2013) N2 2 x 6 Loads Summary 1) This toss has been designed for the effects etce to 10 psf bonan chord live load Ohs dad load;. 2) This toss has been designed for the e0'ects ofwind load; in accordance with ASCE7-10 with the following use` defined inpd: I70 uph ultimate, 11W= C, Overall Bldg Dins 85 It x 60 R h - 24 R Na Fsd Zme Tms, Neither endwcb cansidmd. DOL= 1.33, CC Zme 1i4dth 6 8 3) Knimmn storage attic loading in accordance with IBC Table 1607.1 has not boen applied Member Forces Summary Table indicates: Merrba 11). toax CSt, mane axial fora, (� aary[ face if6flerent fntn nnx adal race) Truss -to -truss Connections Summary ' to Carried Tnas CanyineTnas C.Mne Offset And. TT49 JIB CJ59E 1-&13 45deg„ TT49 I .. . • � 11E 'CJ59E `. 1-&13 315 deg TT54 11E CJ39 Ib13 315 deg TT54 , J1E. - '. CJ39 1-6-13 45. ft ' TT56 .TIE CJ49 1-&13 315 deg TT56: 3111 049... I-&13 45 deg'. TT58 IIE CJ49A 1-&13 315 d•g . 1T63 JIE B14G' 1-3-5. .90 deg TT59 JIE CJ49A 1.10-5 45kg TT65 JIB CJ21 1-]I•I 45 deg TT65 JIE CJ21 I-11-1 315 deg Notes: 1) This sign is based err ASCE 7-10 as referenced by the 2010 Florida Bwlding Cure. 2) Unlabeled Plata are 2<4 20g. 3) When this toss has beau chosen for gslity asswance inspection, the Plate Placenent Method per TPl 1-200JA3.2 shall be used Cq= 1.17. 4) Budldng Desigoershall verify self wcight of the toss and other dad load naterials dos not eroeedTCDL 0 p;f 5) Tnstns4o-as connection is for Voical interpretation only A hangrorotherstnuctaal connection shall beprovidedtonsist the rmz reaction andtglift show in the Reaction Smremry 6) listed wind uplift reactions basal on MWFRS Only leading Haiz Stephan W. Warter Stncl. Eng H 54395 2500 N. King High. FL Pierce F134951 Southern Truss Companies, Inc. Truss: CJ59E 2590 N. kings Highway JobName: WS-5512-C-BREXLN SOUTHERN Fort Pierce, F134951 Designer 7A0 Component SolutionsT^t TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 2014 258 09 PM Truss Page: I o of2 Version:4.352 rBuild 11 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 8-0-12 3.535 /12 2 2-1-7 0-0-0 0-0-0 0-0-0 . 1 12 in 37 lbs 9 0 �A ci r T 0 0 0y i 2-1-7 4-1-14 3-10-14 A-1-121 8-0-12 AE I FJ-3-E-jJ5E A14G,A21G 0-0-0 4-1-14 3-10-14 4-1-14 8-0-12 Loading General CSI Summary Deflection L/ (loc) Allowed Camod Lods(pso Bldgcode: FBC 2010' TC: 0.62(1-2) Vat TL- 0,07 in 1./999 (4-5) L/240 TCLL: 20 TPI 1-2007 BC: Q46 (4.5) Vat LL- 0.02 in L / 999 (4-5) L / 360 TCDL: 0 Rep Mbrinaease: No Web: G35(1-6) Htrc TU Q03 in 3 13CLL: 0 D.O.L : 125 % Creep Facta, Ka=1.5 BCDL: 10 Plate Offsets 0nt:1CYAn0'. (I:2-IZ3.148Q) (21-12,L2,16) (4.'4-123-&n) (5:0-034190.) (6:2-I2.4-Z8a) Reaction Summary JT Type Big Combo Big Wdth Matedal Rgdit Wdth Max React Max Gov Uplift Max Wind Uplift Max Uplift Iv 4 H Rol (1'nss) 1 1(Toss) L5 in - 3.W in 33311s - -1221bs -12211s 3 H Md I I.5 in - 3.00 in 193 lbs - -2971ts .2871bs 6 Pin (Wall) 1 IQ563in Concede Masmy Unknown 1731Fs -5lts -91 lbs -91 lbs Bn H Rol] (Wall) 1 10,563 in Concede Masonry Unknown 133 lbs - .101 lbs -101 lbs 151 lbs Material Summary Bracing Summary TC SP (AISC6-2713) SS 2 x 4 TC Bracing Sheathed a Ptdins at 63Q Actin dsigi by Others. BC SP (ALSC6.2013) 92 2 x 4 DC Bacing Sheathed a Pudins at 64Q Kerlin design by Othera. Wets SP(AISC6.2012)02x 4 inapt: I-6 SP (ALSC&2013)12 2 x 6 Loads Summary 1) This buss has been desigid for the effects de to 10 psf bottan chord live lead phs dad 1®ds. 2) Stmdaid Loads on Tnsses Carved by this Ginter. TC Live = 20 ps4TC Dead = 0 psQ BC live = 0 psf: BC Dead = 10 psE 3) This puss has been dsignd for the effects ofwind leads in acorc&nce with ASCE7-10with the following user defined inpit. 170 nph Wdmtr, Expome C, Overall BI(tDins &5 ftx60ft.h=24ft, Not End ZaneTnss, Ncithaendwebcansidnrd DOL= 1.33, CC Zme Width 61 Vf 4) Minianan stom;y cm attic loading in adanm with IBC T ble 1607.1 has noroatbappliedLoad Case Lrl: Std live Load Point Loads S© dB p Merfhar L—tion Diiechat Load Tdb tNdh 00® ��Bii®® Top Chd 1d13 Up 621bs Top Chd 1413 UP 62lbs ®O ° ° OI5 E °°° Bdp T Chd 44 -12 Dawn 3411s C ° ° �4" ° T Chd 4412 Dmm 341h;Cj Ton Chd 7-2-11 Dawn 8.1 lbs q®®'-o° %, c�9� Top Chd 7-2-II Dave &x lbc m�"o Load Case DI: Std Dead loadUj Point Loads m o O!_ o o MerbLm a location Direction d Tdb%kh ° m Bd Chd 1413 Dam 71bs O ® m o° Bct Chd 1513 Dam 71bs © Bat Chd 44-I2 Dave 281Ls d S� Bat Chd 44.12 Dam 281bs BctChd 7-2-II Dann 4811s ®4P L BaChd 7-2-11 Dawn 4811s ®Q ®f°�O°°°QQp°°. % Member Forces Summary BC s Qableeindieates�Its ID��C54rroxabalfirm(nexa�faceifliffarntfianadalfaa> _ 41-2 bll(-IMfil a462 al6lhs Sb Qz50-11616s Wets la (1354 34416s (-2761Is) 2-5 a099 2431ts 24 a296 T74 Its (1t931hs) Stephen W. Warter Strax. Eng(154395 2590N. King; High. Ft Pi=FI 34951 Southern Truss Companies, Inc. Truss: CJ59E SOUTHERN 2590 N. kings Highway JobName: WS-5512-C BR BAJ EXLN TRUSS Fort Pierce, F134951 Designer JAO Component So]utionsTha 800 232-0509 772 464-4160 772 318-0016 Fax Date: 2 of2014 258 09 PM Truss COMPANIES ( ) ( ) ( ) Page: 2 oft Version:435.2 jBulld 1 Span Pitch Qty OHIy OHR CANT L. CANT R PLYS Spacing WGT/PLY 8-0-12 3.535 /12 2 2-1-7 0-M 0-0-0 0-0-0 1 12 in 37Is Truss -to -truss Connections Summary to CaniedTms CanyingTrss Carrying GBset Angle TT49 JIE CJ59E Id13 45 deg TT49. - 11E CJ59E 1413 315 deg TT50 BE CJ59E 44-12 45 deg TY50 _ .., ._ 33E.._..... - 059E.. .. _ 4412 . 315 deg . . . T751 J5E C359E 7-2-I1 _ 45 ft . •'.7T51. <_. ..:. ._... JSE..�,.._....[..•�....: ._. CJ59E_.. _ _ 7-b11 .>.... ...3u d$_ '.,. Tm C359E A14G 5-104 45 deg TT53 'CJ59E.. A21G 29-10-12 135 deg Notes: 1) This design is lased on ASCE 7-10 as referenced by the 2010 Florida Widing Cod: 2) Unlabeled plates are W 20gi. 3) When this bras has been chosen for gality assurance inspection, the Plate Placerrrnt Method perTPl 1-200A3.2 shall be teed Cq=1.17. 4) Tnss-to-tnss connection is forguX mphieal interpretation only A hangxa ctherstwdl connection shall bepwid d to mist the nm reaction and uplift sba in the Reaction Smmaty 5) Listed wind uplift tractions based on MWFRS Only loafing oo°Oo°o �m�O p e,' m ©o c {fie m03 o G a O V. ° o° 88BBOB®�a 't4(Jfl(�•Acopyofth'sdestmsfia➢be fimri�edrothe erecihneootmetor. Thedesgnofth'sud'niivaluus'sbaxdmr de*criemandmquiememsmML-dbytheT=UuurcturerandmksupontbeaceomcymdcompL•tc!me ofthenfmmalbn Stephen W.Warter s:t fonhbytheBudd'nglksgaer.As�aloothsdmwhgudeatesacceplanceofpmfesmnalengircerugrcspoa�Ssyvl•NfonhetrusscomPonent desgnSwuv. The miabStyarMuxofih'scompnoent(branypneuhrbuilingdevlmisihe rnspnnsb5yof SNCL Eng 054395 iM Du&lugik�ver.perATb7lf191=-.(107 Chapter2•WAHNHJG'Trussrequiepoperiraodkg.ereclbn.re9mhlaNtrtachg. Refertothe hte9edi�ofB(SI(BudingComPoaent SdcrylnfmmathnyutlypmducedtryT79aM3iCA)forteota� 2590N. K��• erce in Hi Ft. PiFl 34951 n9a6rluomethodsandinponant mfetyuformatunrehthgtotheenfieconsmclunpmcess lniheabxnceofspecLc rt9aSrtunandtempordryre4mht/bracugepe<'dratio°sbyothers,the rt9ahton(nclMugrtaa@rtuntol;mnces)andtempomry re9muNcachgnfthetrussesshalbehacwrdancenihHC57-Hl aodBCSt-H2 Trusxsak requiepermanem resmnt/hacugofcbmdsardemaunebmembers(nbem waled}ifi'sdrawhgwlyid'raleslhe bcalunsforhlemlm9mnl.The methodofndn•dwluusmemberre3rontlbracng dul6ens�eciedbptheBwNhgiks�rierperAldM'I'11,CTapter2; dspec� trr�pemianentbmengdesFn'snot giecifidbyollie�th'sdulbcaceompihedbyswndardndu9rrhteralre4rahtpnd d'ngowlFrdcugdeta�uaccordancea9hBfS1-83mB(SI-87asappkabk.•H.8'ORWiI'TA'sdes�oammesihetrussmamrfaetmed'nac<ordattesvihth'admwugandthegoa6ycrierespec'ded'nAt-SVI'Pl l pupter3.Ncomrcclmphtes>bal IzmmufaermedbySrapsonStmog-TeCompany,Lx uaceordance wihFSR-'_76i.Ncormectorpbresam'_Ogage,rmhsihe spec'dedPhte.4ze afolhnedbya"-1g"whch:d'catesan IBgagephte. Southern Truss Companies, Inc. Truss: A14G SOUTHERN 2590 N. kings Highway JobName: WS-5512-C-BR BAL-EXIN TRUSS Fort Pierce, F134951 Designer. JAO Component SolutionsTM COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 4/9/2014 258:10 PM Truss page: 1 of2 Version:4352[Build I Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 36-7-0 5 /12 1 1-6-0 1-7-0 0-0-0 0-0-0 2 12 in 193 lbs �o �h6 r o0 V J� I 1-6-0 I 5-9-8 'i 5-1-9 1 5-1-9 11 4-0 5-9-8 10-11-1 16-0-11 21-2-4 26-3-13 31-5-7 36-7-0 12 5x6-18 / 5x12 - 2x4 1 6x8-18 - 2x4 I 6xl0-18 - 2x4 1 2 3 4 5 6 7 8 18 4x7 - 3x7-18 - 2x4 1 5x12-18 - 2x41 6xl2-18 - 2x4 1 9 5x6 - CJ5 FJ 9E J59E J59E J59E J59E J59E J59E J59E J59E J59E J59E J59E J59E J59 GT2 0-0-0 0-0-0 5-9-8 5-1-9 5-1-9 5-1-9 5-1-9 5-1-9 5-1-9 5-9-8 10-11-1 tE-0-11 21-2-4 26-3-13 31-5-7 36-7-0 Loading General CSI Summary Deflection L/ (loc) Allowed Carved Lon. (pst) Blcg Code: FBC 2010' TC: 0.99 (3A Vat TL• Win L / 500 (12-13) L / 240 TOLL: 20 TPl I-2007 BC: 098 (14-16) Vat LL• 037 in . L / 999 (12-13) L / 360 TCDL: 0 Rep Mlxlnaease: No Web: 095(3-16) Haz TL 02 in 9 BCLL : 0 D.O.L : 125 % Crap Factor, Ka= 1.5 Reaction Summary JT Type Br9c-bo BrgWdth Material Red Brg Wdth Max React MUG —Uplift Max Wind Uplift Max Uplifl Max Htxiz I Pin (Mil) I 8in Concrete Masonry 300 in Z308 lbs --Z0091ts-Zo0911s 1601ts 9 H Roll (Wall) 1 8 in Concrete Masonry 4.49 in Z376lbs - -Z081 lbs -ZIBI Its - Material Summary Bracing Summary TC SP (AISC6-2013) SS 2 x 4 except: TC Baring Sheathed Merlins at 4-5-Q Ptnlin dsigt by Othecs. 17-2 SP M42/015 2 x 4 7-18 SP (ALSCG2013)12 2 x 4 BC SP (ALSC6-2013)12 2 x 4 ex cW. BC Baring sheathed a Polins at 2-9Q Pullin desigt by Others. ISl SP (ALSC6-2013) SS 2x 4 Wcs SP(ALSC6-2012) iB 2x 4 crap: 7-9 SP (ALSC6.2313) N2 2x 4 8.9 SP (ALSC6-2013) t2 2 x 6 Slid: SP (ALSC6.2013)12 2 x 4 Loads Summary 1) This bras has been desigied fa the effects dre to 10 psfbottorn chord live load plus dead leads. 2) Standard Lards on Teases Camel by this Girder:TC Lfie=20 psf;TC Dead =O psf; BC lase,=0psF, BC Dead =let psf 3) This bras has been designed for the effects of wind loads in accordance with ASCE/- 10 with the following seer defined inpa: 170 rrph oltirrate, Fxpcstac C. Overall Bldt; Dins 85 ftx 60 0, h = 24 ft, Nat Fed Zone Teas, Neither endwcb ansidered DOL— L33, CC 2'one 1l5dth 6 fL 4) Minirnan storage attic lending in aocadutce with IBC Table 1607.1 has not been applied Load Case Lrl : Std Live Load Point Loads Marta Location Direction Lord Trib Wdth Tcp Chd 5104 Down I7311a But Chd 5.104 Dawn 5311a Tcp Chd 7-0-12 Dawn 100lbs 24 in Top Chd 9412 Dam 100lbs 24 in Top Chd 11412 Down 1O01bs 24 in Tcp Chd 13412 Dawn 100 lbs 24 in Tcp Chd 150-12 Dawn IOO lbs 24 in Top Chd 174112 Dam :00lbs 24 in Top Chd .12 Down OOIbs 24 in Top Chd 21412 Dam 10011a 24 in Tcp Chd 2341-12 Dawn IOOIbs 24 in Tcp Chd 2542 Dam IOD IIa 24 in Tcp Chd 27412 Dam looks 24 in Top Chd 29412 Dam 10)lla 24 in Tap Chd 31412 Dam IOO lbs 24 in Tcp Chd 3-1.0-12 Dam IODIta 24 in Top Chd 3474 Dam 4111s Ba Chd -14-74 Dam 7lln •1JGMEI •Aeopyoftbisdesgnsbarhe rmaffiedt° the crectbnconlaclor. The .1 fonhbythe B.Hbgllesk—, Aaalmh'sdawbg bd'ratcsxccepl.... fp the Budl6gAstawnperAT6UTP1]•3007 Chapa? •WARNB4G'Trusa:smgi rt°albtbamei,eoft eim saol ebacforda ewkbt M-Bleenureton9n rc°abVbaebeofthetrusxsslulhebaccordaacewihHC9-BI aMH(SI-B? br atba Stephen W. Warter spo *nor r Strum Engit 54395 Jr.Maxary 2590N. Kings High. FL Pierce F1 M951 Iggagephte. a andardid,aryhleal.1canband 0up4er3. A11c—ctorpbtesshaA 4,Z Southern Truss Companies, Inc. Truss: A14G ` ` - u•: SOUTHERN 2590 N. kings Highway JobName: WS-5512-C-BR BAL EXiN TRUSS Fort Pierce, F134951 Designer JAO Component SolutionsTM Date: 4/9/2014 258:11 PM Truss COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax . page: 2 of2 Version:4.35.2 P3uild II Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 36-7-0 5/12 1 1-6-0 1-7-0 0-0-0 0-0-0 2 12 in 1931bs Load Case DI : Std Dead Load Point Loads Made Locafim Diration Ind Tdb \Udth Top Chd 5-I04 Dam 711s not Chd 5-10.4 Down 145 the not Chd 7412 Dom 561bs 24 in Bat Chd 9-0-12 Dam 56I(s 24 in Bat Chd 11412 Darn 56l s 24 in L'L Bat Chd 412 Dam 56 Its 24 in Bat Chd I5412 Darn 56lbs 24 in not Chd 17412 Dam • 56 Is 24 in Bot Chd 19412 Dorn5611s 24 in Bat Chd 21412 Dam 5611s 24 in But Chd 23412 Dam 56% 24 in arn Bot Chd 254I2 D56 Rs 24 in Bat Cbd 774I2 Darn 561ts 24 in Bo(Chd N412 Dom 5611s 24 in Bot Chd 31412 Dam 56lb; 24 in Bat Chd 33412 Darn 5611s 24 in Tcp Chd 34-7-4 Dam IOIts MCbd 3474 Dam 41 lbs Member Forces Summary Table indicates: Mertberm,rrnrcCSLnaxaballowon, axcoRsforce ifdlf=tthorn adalface) Truss -to -truss Connections Summary W CamedTnss Carrying Toss Carrying OHcet Anee TT36 CJ59E A14G a104 45 deg . TT37,; -- 159E ; '. . A14G 7412 90 deg -, TT37 J59E A140 9412 90 deg :.-"T137 J59E,-, A14G..;_, 11412 96(bg. .. TT37 .. ., 159E .. . A14G ..... - 130-12 90 ft „TT37 JOE A14G. .. ' 15412 90 deg TT37 - J59E A14G 17412 90 deg ?.._ T137..�: �:...:`„ 9159E :i - .• ,... �A14G'. .-194I2;, .' 90 rkg, �..... TT37 J59E A14G � 21412 - 90&g .'M7 - -J59E. - - AI4G ..• " .23412. 90 deg .. - T137 159E A140 25412 90deg - TT-; ' 159E. .A14G,. ,27412 .90deg.,, .. T137 J59E .. A14G 29412 90 deg , T737 • J59E• A14G M412 90 deg . - M7 J59E A140 _ 33412 90deg_ ..,1,I, .,.. .. MGT2 - A14G..'_.. #74 90 deg, Notes: 1) This design is laced m ASCE 7-10 as referenced IV the 2010 Flat& Wldng Cade 2) Unlabeled plat. are 2z4 20ZL 3) When this toss bas been chosen fa quality assurance inspection, the Plate Placarnht Method MTP11-20(PJA3.2 shall he used Cq- I.I7. 4) Provide ader}ate drainage to prevent pending 5) ®Indmlescontinw lateraImb3int(CLR)mgmedatthelombm(s)sham.Ro ofCLRrnstbea&getelydagnallybmoe4ssD-\VEBCIRBRACE For alternatives to CM and diagonal bracing sot D-WEBREINFORCE 6) The foxes sham fa this rtadfi ply toss are per ply and the reactions are for all plies. Two identical bosses shall be brdlt and attached as follows: TC -I raw of IOdNails orGm Nails [non .12"x2 7/8"] @ 725" ae., BC -1 raw of 10d Nails a Gm Nails [ruin 12"x27/8"] @ 12" as , \Vts -1 raw IOd Nails or Gm Nails [gin .12 x4 7/8"] @ 9" as 7) Fasteners are sixd fa a simply sgpated mifonnly loaded toss. If the toss is not sinpty supported a isdatedpant Iwds exist, Lm point load; arena consistently spaced a greater than 24" act, fasteners rust be sized by the tnss engineer. 8) Where mgn*rcd sufficient hangers shall be provided (by others) to mist reactions shown. 9) Install the samvs/nails on we si&; do not flip buss. Scmws/nails shall to installed in the same buss ply that the hangers are attached la 10) Lateral bracing shall be attached to each ply. I l)A11 fasteners minirnan 2-10 long unless otherwise noted 12) Nails in Ist and 2ndply shall be stages from shrressive plies by V2 the nail spacing 13) Listed wind tplift reactions laced on MWFRS Only Imdng V p99B 0®p a©® Oe Vt- °�o+°.000° �pqv BB G. Ile �s S ®® ®®m "NMICE•Acopyofib'ades 9.9bef—iiredtolheercctuownl.at-Thrcdesgoofthi;ir&iiwltms'shxdondes'ncrierhandmq,kmenlssgryidbytheTr Man°forctmera,dmksuponlbeaccmcyoadcompLlcwmoftheuformatbn Stephen W. Watter sel fonhbylWBuMigD..*wr.Amalonlbisdmnbghd'calesaceeptameofpmfcs;bwlengheemgmsansb&ywi:•forthelrnsc=M=nldeskmft v.nxsdabNyandueofthiscommmnlforanytanhubrbulibgdes�rr'stbemgmo bWayof ShncL Fngfi54395 theBuMhgD-,.*cr.perAhb7/IP71-2007ChaMer'-.•WARNRri-Truv�.srcquiep°perbaMfog.emclbgm9mblandbmcbg.ReRnothehle9edimwB(S1(BuMhgComponent SafmywormatimpblypmdmcdbyTPlandSBCA)for)eoper tN. Kin Hi FL Puree Fl 34951 id3lbtbnmabodsandmponantmretybformatimmbtbgtotheentiecon4mclbnp caIntheabzneeofgcc'Eiwalatbnandtempomrymslmbl/6mchgVcir timsbyotherstheiiCalhtw(andng'aaml'oalobmmes)mdlempomry gh• m9obt/bmebgoftheiu sdulbeinaccordncu9hBCS1-BIandBCSI-B2.Tn abomquiepermanealm9rznl/hmchgofchordaodcenahhmbmemhm(%iii eideated).TL'sdmuisgo*iy&alesthebealimsfmhtemlresraht.The methndofbdnilmttnavmembarmmiit/bmci 9mlbeasgtecc'fedbythe B Ni l)De mrpe,APSUTPI 1,Chap1er2; ifq=ifc 1r per =ntbmc4des'ensno1 Teedcdbyother4thhdmlbeaccompMedbs•9andardhd arybiemiresmhl and �� dhgo°•ib gdetahhaccoNarrceuihBCSI-B3orBCST-B7asappkabp.-RAPOR7%hR•Th'ade*ammesthet i;maoufaclmedhaccordancesvihthsdmnhgandBrgmfiycriernspecirednAlSlrMICluper3.Alconrectmphtesshal be manufaetmedby5rap aSSmng-Tx Comprry,loc tattoodancewihFSR-2762.A1co=ctmphtesam20 gage.u*sslhe gtec'daAphle Eke'sfoWed(ya"-I8"ubch ideatesan 18gagephle. TC 17-1 0. n58 4i lbs 34 n991 7,@911s (-0,01611s) 67 0.759 5,6281hs (-3,2501ts) 1-2 0.T� 4,2871ts (-24801ts) 45 nR89 7,0711ts (-4,OSI Ira) 7-8 0.640 Olh; 2-3 n747 3,9741is (-22891Fs) 55 n789 S67B lts (-3,2Yl Ibs) 8-18 0.102 Olhs BC 9-10 a562 -3,2691hs 11-12 0.959 {e8761b; 1}14 0.869 1r 14811s ]61 0.760-Z9241ts I411 0.532 -3,?G91b; 12-13 n981 -6.8761ta 14-16 Q9B3 -414811s Wets 2-16 n471 -1, 1971Fs 413 0.2''7 b� Its (-T1411s) 6-11 n245 642IIs (-2321Fs) 8-9 nil U61ts ({S Ib;) 3-16 n951 2,49111s (-1,431ts) 5-ll Q090 -1881ts 7-Il n713 -26841Ls 3-la ands z1o11� (-t tr,$) stz noA 1951� 7-to n(�6 ztt I� }13 n48D -boos lls Sl1 n542 I,a20Ils (-810Ibs) 7-9 - 0.798 3,76116s (-ZZOOIhs) Southern Truss Companies, Inc. Truss: A13 2590 N. kings Highway JobName: WS-5512-C-BR BAL EXIN SOUTHERN Fort Pierce, F134951 Designer. JAO TRUSS Date: 4/9/2014 258:11 PM Component SolutionsTh+ 800 232-0509 772 464-4160 772 318-0016 Fax COMPANIES ( ) ( ) ( ) Page: 1 ofl Truss Version:4352 j3u17d 1 Span Pitch Qty OHL OHR CANTL' CANTR PLYS Spacing WGT/PLY 36-7-0 5 /12 1 1-6-0 1-7-0 0-0-0 0-0-0 1 24 in 176lbs 39-8-0 1-6-0 7-9-8 6-5.4 6-6-8 6-54 27-2-8 4-0-8 5-4-0 1-7-0 31-3-0 36-7-0 7_g_g 14-2-12 20-9-0 2-2-12 5x5 - 3x4 - 3x5-18 - 3x4 - 5x5 - 12 2 3 4 5 6 15 12 5 6x6- 4x5- 7 B 17 N N 12x4 - 1 Il 16 } 15 14 13 12 11 3x4 - 4x4 - 3x4 - 4x4 - 3x7 - 10 5x5 - 9 2x4 - 0-0-0 0-0-0 7-9.8 9-B-8 9-8-8 4-0-8 5-0-0 7-9-B 17-6.0 27-2-8 31-3-0 36-7-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (lstl Bldgcok : FBC 20I0' TC : 0.95 (7-8) Vert TL• G64 in L / 666 (12-1-1) L 1240 TPI I-2007 BC: Q88(1}l5) Vet L.L. 0.28in L/959 (]314) L/3(A TCLL: 20 TCDL: 0 Rep Mbrincrease: Yes Web: (192(3.15) Harz TL• a13 in 9 Creep Factor, Ka= 1.5 BCLL: 0 D.O.L : 125 % BCDL: 10 Plate Offsets (1ntX,Y,Ang} (1:}11,42, 8.) (20Q}9,0.) (3:OQ3&Q) (4:0Q 1-12,0.) (5:0Q34i3O.) (6:OQ3-9,Q) (7:0038,Q) (&5$35,0.) 09 2-&a) (103&3&Q) (11.14ZAQ) (120U.20.Q) (13.04L -W) GO112-0.Q) (15:34L34LQ) Reaction Summary 1T Type Big Carbo Big Wdth Material Rqd BgWdth Max React Max Grav Uplift Max Wind Uplift Max Uplift •1,09211s. 1,09211s Max Hoiz 25011s 1 Pin (Wall) 1 8in Concrete Masonry ion in 1,152lbs - 9 H Roll (1Vall) 1 7 in Concrete Masonry 6.42 in 1, 166 lbs - -1, 121 Its -1,121 lbs - Material Summary Bracing Summary TC SP (ALSC62013) SS 2x 4 except: TC Bracing Sheathed a Purlins at 34-Q Malin dsigi by Others. 7-17 SP(ALSC&2013) 122 x4 BC SP (ALSC6.2013) M_ 2x 4 except: BC Bracing Sheathed a Phalins at 2-9-Q Pralin desigr by Others. 12-14 SP(ALSC6.2013)SS 2x 4 Webs SP (ALSC6.2012)93 2x 4 otcept: 8.10 SP (ALSC6-2013)12 2x 4 9-9 SP (ALSC6.2D13) 62 2 x 6 Slims SP (ALSC6.2013) N2 2x 4 Loads Summary ])This tnss has been desigred for the effects (Joe to 10lsf bottan chord live load phis dad lo°ds. 2) This toss has been dsigiod for the effects of wind Icad; in acrrrrLnce withASCE7-10 with the following wa defined input: 170 nVh Wfi=te, E+Mme C, Overall BIt Dim 85 ft x(A R h = 24 ft. Not F1id ZoneTnss, Neitha endwebccrisidmtd DOL- 1.33, CC Zone Width 6 it 3) Minirraun stmg: attic lending in acembrim with IBC Table 1697.1 has not been applied Member Forces Summary Tablcndales:Mebam,rtexcs( razaxatrom(ion,anprfarceifdffetaltfun nexatdalfirce) ®gg® B®Ip�pB TC 1-2 00..555544 Z45ibs (-209611s) is Q575 Z125 (-a74alia) 6-7 asro zalsi� (-2302ibsi &i7 R3�5'7 z9oi� (z3nlbs) BC 9-10 a267 Olbs II-13 Q851 •3,253lbs I5-1 0.790-z248lbs * � �° 10-11 0.829--1074lbs 1}l5 Q880 -1101 lbs Webs 2-15 0.231 5681fs (399 lbs) s13 (1131 3221ts (-IBRs) 7-11 Q225 590Its (:3891(s) &9 Q236 1,5551Is 115 0.971 1,0�$Ils (-8?B lbs) sll 0.715 809 lbs(dSl lbs) 7-10 a469 1,zn lbs (-86711s) (j, %A � (-1,113 Its) o •- °° �� dj 3-13 Q159 3921ts (-431M) 6-11 0.263 64711s (-57011s) 9-10 a576-3,14911s��J� gpC�" ° p Notes: 1)This dsign is LasedonASCE 7-10 as referenced by the 2010 Florida Bri)ding Code. ®� a WWLu ° 2) When this tnss has been chosen fa gvdiry asstaance inspection, the Plate Placarcnt Method perTPl 1-2017JA3.2 shall be ised Cq- 1.17. 3) Bolding Desigia shall verity sdfwciplht ofthe miss and other dad load nxiterids der not aced TCDLOpsf o ® o m 4) Piwid: aderpte drainage to pn ctit pondng 5) © Indicates continuors lateral restraint (CLR) tegdredat the locatim(s) shown. Roes of CLRnsst he ad4rately dagxtallybraced son D-WEBCLRBRACE Fm altematives to CLRs and Only lmdng pt ° ® o dagxt�3fig � D-WEBRED4F ° 6) Listed wind uplift reactions based on MWFRS ° S ®& bn Stephen W. Werner 'NOV mrcm nnail(baemalpcde'umtygrtcpyrCoaanIIudtcfwem fBlmuidb-gADceospxyorf,ipbes'rdAeNgSmV9fPull hbAthyof SbnR Fng 054395romncuhrbuilb a-St°iMdfer iCdhreadpttoertW2•eWmActRbNnBc4mG•mTcrutosxc tesmdmibpblpu/li-bomdfBebby(Sgth�IeBeTcuGSclsSualg&bCo xthie crt*a�aa�cablbgen.m osmbhypcontrctmlrcforsrht iyopLlranacesS)aBnCl)mrpn sTrebqcu&ieslipxooPfetrhbas�iddgtmerellmi,;reW9wmdbmtifasdMFL Pierce F134951 Ib-e?0f0m7 lrtey&9mas4fu°Mrtmut Raveadfneidnemmoqplhuohemhrymteere9n9 bnpmes lnlbeabceeofse dAeopomy 2M11. King;Hi �- i9amtbnmetMdsand'mpmantaRryblomatnw resmbimebgoftheisshaYhbaccordameuihBCSI-BlandBCSI-B2.T—lllquieremarcme9ahlRcugofebordandcedabubmemben(ut=cbdbaled}Mdmswgonbrb&amstbebln¢forhteml"'The meth°d°ridkdinlinsmemberrmmbUbracbgiu➢beas�ec�dFn•theBudibglR!4=rperAt- YMI,CRupter2; Yspecfe truspermarrent6mengdesT•n'soot syecE'edbyotherz;it�ssha8beaccomp�edb7.9andardnduan•hleralrmmhiand d',pmlbmebgdeta�baccordaaewihBCSI.B3orBC5l-B7asappfcabL•.•RAPORTANC'Th'rdcipnamoueslbetu smnufactt°ed'naccordanceufhth'sdmuhgandthequahycriemgvcredimANSIrMiClmrAer3.Alcomectmphles9ul be maou6ctwedbySmpmn6Yrwg-TLC-mnPaoy,lrc baccardavicewihESR-2763.AIconneclmphlesam 20 gage.u*z1he specifedphte see ifom°edbya "-l9%bbhbd'ea1esan 18 gage phte. SOUTHERN Component SolutionsTM TRUSS Truss COMPANIES , t.._.:,..,. n le, Southern Truss Companies, Inc. 2590 N. kings Highway Fort Pierce, F134951 (800)232-0509 (772)464-4160 (772),318-0016 Fax Truss: Al2 JobName: WS-5512-C-BR BAL-EXIN Designer. JAO Date: 4/9/2014 2:58:12 PM Page: I of 1 - Span - Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 36-7-0 5/12 1 1-6-0 1-7-0 0-0-0 0-0-0 1 24 in 183 lbs 3980 1-6-0 4-10-12 4-10-12 7-8-8 7-8-8 8-0-8 3-4-0 1-7-0 4-10-12 9-9-8 17-6-0 25-2-8 33-3-0 36-7-0 1-4-12 5x8-18 - 2x4 1 5x8-18 - 3 4 5 12 12 15 5(— 2x4 \ 2 �6 v ^¢coo 6x6- 4x6- �am �12�f 6 7 16 i 1 PR 15 171 14 13 12 11 10 9 { 3x4 - 3x4 - 3x7 - 4x4 - 4x4 - 4x6 - 8 2x4 - 0-0-0 0-M 9-9-B 7-8-8 7-8-8 8-M 3 I I r 9-9-8 17-10 25-2-8 33-3-0 36-7-0 Loading General CSI Summary Deflection L/ (Ill Allowed Load (psi) Bldg Cod:: FBC 2010' TC: 0.78 (4.5) Vert TL• Q5 in L / 851 (9-10) L/ 240 TCLL: 20 TPI I-2007 DC: 0.92(14-I) Ved LL 0.23 in L/999 (12-13) L/360 TCDL: 0 Rep Mtrinm2se: Yes Web: Q66(7-9) Haz TL• 0.13 in 8 19CLL: 0 D.O.L : 125 % Creep Facer , Ka= 1.5 BCDL: 10 Plate Odsets(JntX,Y,Ang): (1:3.I1,4-Zll.) (2-0Q3.13,23J (3:1-IZ3$0.) (4:0Q38,90.) (5.1-IZ3-8,Q) (&0 AO.) (7:5$3-S,Q) (8:5$2-$0.) (9:31-843 0.) (]0.043SQ) (11:0Q2-QQ) (12:OA38,Q) (13:04I-IZQ) (14:041.8,0.) Reaction Summary JT Type Big Combo Bg With Material P4 BrgWdh Max Read Max Gav Uplift Max Wind Uplift Max Uplift Max Hoiz 1 Pin (Wall) 1 8 in Conaete Masonry 300 in 1, 189lbs --1,067lbs -1,057 lbs 160lbs 8 H Ron OVall) 1 7 in Conaete Masmry 6.71 in 1,219 lbs --1,0901ts-1,09011s - Material Summary Bracing Summary TC SP (AISC&20I3) SS 2x 4 TC Bracing SheathodorPWins at 3-9Q Pullin design by Others. BC SP (ALSC6-2f113) NL 2x 4 except: BC Baring Sheatheda Partin at 3-2Q Pmiin design by Othets. 8.11 SP (ALSC6-2013) SS 2x 4 Wets SP (ALSC6-2012) #3 2x 4 except: 7-9 SP (ALSC6-2013)#2 2x 4 7-8 SP (ALSC6-2013)f2 2x 6 slider SP (ALSC6.2013) Q 2x 4 . Loads Summary I) This buss has ben dsignel fa the effects dhe to 10 psf bottan curd live load plus dad load;. ')This bass has been desipad for the effects ofwind Inds in accmbnce with ASCE7 -10 with the following user defined inprd: 170 nph dtinate, Expoame C, Overall ft Dins 85 It x 60 ft, h - 24 $ Not End Zane Tnss, Neither end web considered DOL= 1.33, CC 7me Width 6 fL 3) Miniman storage attic loading in accordance with 03C Table 1607.1 has not been applied l•Vy Member Forces Summary Table indicates: Mwbm ID, mix CSI, max axial face, (max anyc force ifdiffma t fran nex axial fora) TC ]SI 0.244 231hs 2-3 Q554 Z39011s (ZI1911s) 4-5 Q782 Z8621ts (-Z4001hs) 67 0.541 3,327Its (•Z9241h;) 1-2 Q577 Z5411bs (-Z22611s) 3-4 0.591 Z8621bs (•Z4001ta) 5-6 Q763 Z6221b5 (-Z3131b,) 7-16 a168 ORs BC 8-9 Q136 0lbs 10.12 Q663-Z29911s 14.1 Q919-Z269lb; 9-10 0.486-3.53311s 12-14 0.871-Z0691hs Wets 2-14 Q084 r_11ts (-1101bs) 4-12 Q197 490Its (.296 lbs) 610 1477 1,2501ts (-9981bs) 7-8 0.227 1,49611s (-1,IEb lbs) ®O/°wl �' D 3l4 aI.M 3901bs (4,U Ibs) Sl2 QM4 501 its (M91Is) 6-9 Q502 1,3151hs (-9481ts) 3-12 Q294 lbs SIO 0.174 429 lbs 7-9 0.662 00 yam! �,.�j\� -W (4961ts) .i5511hs Notes: 1)This design isbasedon ASCE7-10as mf=oedby0he2010Flaiea Bdlding Cow m 2) Unlabeled plates an:2x4 Mg. e o c a 3) When this tnss has been chosen fir gality assonance inspection, the Plate Placcmit Method per TPl 1-2007JA3.2 shall be used Cq= 1.17. 4) Binding Designashall verifyselfweiplrt ofthe bus and othad:ad loaditatetials do not exaaiTCDLOpsE © Q� m u e 5) Ptovid: adupte dainap to prevent pending v T o e o 6) El Indicates txrninicts lateral rstaint(CLR) regtiredat the location(s)shc%vn. Rows ofCLR mist be adc4tatelydagrallybraeed CL see D-WEBRBRACE For altcman atives to CLRs d diagn441 h D-W_ EBRENF o o % 7) Listedwind tiplift rractims based an MWFRS Only loading ® o°o S a�e Oeb ®®®®®�S S ®® 090 e®%� `NO'fICE'Acopyofthi;desi ndmlbef ehedto the emcibncontactor. The deagnonhcudniivattru k aadmdesgn cricm andmquiemenissWE:dbytheT shUnufactwermdmresupontWaecmacya dcomphter flhc nr --- tbn Stephen W WaRer rut fonhbytlte BuillbgQ:tigner. A.aalowhkd.,Att h tatesaaeplance ofpmf,si=lc,gi� mingm.1m sb7tymL•yforthelm comr*nent destm9imm The sAabdiyand=ofib-scomponent foranypanbuhrbu3lbgdesmsibemsponsbAyof strict. FgO54395 the IIuWitglksrner,perANSUfPI I-2007 Clapter2.-WARNOJO•Tt smqurepmperlandhlgemtbmmgmiI andbmebg. Referto the htest edibnof13CSt(Bu3SngComponen1 SafctylnfonaatbnpbiypmducedbyM..dSBCA) forpoper b°a➢itimmethodsaodmponammferybformatbnmhibgtotheemiecortsaeibnpmees n4amtbnandiempoarymsabt/bracbgspe<ifcatbnsbyothersthe naamibn(bchdbgima➢ttbntolnvices)nodtempomry 2590 N. Kings Hilt. FL Pieta F1 W951 Nlhea6seoce ofspec'die mstmbt/F cingofthein ssbalbebaccm6ncewihIIfSt-BlandBCSi-B2.Tr saWmquiepermawntmsmbtMcngofcbro,dsaMttnabnebmem6ers0�ffiebdc,tell). Thsdawmgonyid'eaiesihe hcatrmsforhtemltenabt.The methodofbdivihaltrummcorda eaabub Bmliiglkmmrp 1a I,csthetr2:dspm ttmdhtanentbmebgdesgnetat speeded6yothectle,hypeciuceo ANWMyOmrAaidusirhtemlreaa:itand SI-B3BCSIsspec"appbythe d'ngoail6acbgdetadsbaccoNancewfhBCS1-B3mBC51-67asappkabL.•ItAgtTANf'7T'sdesgoasvmeslhclms'smawfanumd'naccordaoceui6lhsdmnvgandlhe quahycricrb spec'GedbATSVI'PI1 Llapter3. Ede Almnneclorpbtessba➢ be manufactumdbySinpmn Stmng-TL Compmy.Im baccordanceuth L•SR-2762.Alcowectorphlesam 20gage,it.k.thespec&dphle shee'sfo➢medbya "-1g'•n6Lhbdeatesae 18 gagepbte. _ Southern Truss Companies, Inc. Truss: All 2590 N. kings Highway JobName: WS-5512-C-BR BAL-EXLN SOUTHERN Fort Pierce, F134951 Designer. JAO Component Solutions TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 14 258:13 PM Truss I oft Page: of 1 Version:4.352 [Build l Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 35-0-0 5 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 162Is 35-0-0 5-10-12 5-10-12 5-8-8 5-8-6 5-10-12 5-10-12 5-10-12 .. 11-9-8 17-6-0 23-2-B 29-1-4 35-0-0 4x6 - 2x4 i 4x6 - 3 4 5 12 12 15 5F— 2x41 2x4 / 2 6 N i7 j 7 12 11 10 9 8 EW 3x4 - 3x4 - 3x7 - 3x4-3x4 - 0-M 0-0-0 B-9-0 8-9-0 8-9-0 B-9-0 8-9-0 17-6-0 26-3-0 35-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (fat) BIdgCode: F8C 2010' TC: 0.50 (2-3) Vet TL• 0.41 in L / 977 (9.10) L / 240 TCLL; 2D TPI 1.2007 BC: a87 (8-10) Vet LL• 0.17 in L / 999 (9-10) L / -160 TCDL: 0 Rep Mbrinermse: Yes Web: a39(5-I0) Hera T4• 0.11 in 7 . BOIL: 0 D.O.L : 125 % Creep Factor, Ka= 1.5 BCDL: 10 Plate O&ets(JntXY,Ang): (1:3-11,4-2,9a) (204X}1141J (3:6Q3$Q) (4:643$90.) (5:0-QAQ) (6,0-Q3-1141.) (7.3-11,4-2,90.) (8:043$Q) (9:041-IZa) (1004:$Q) (11.OQI-IZ0.) 02043.0) , Reaction Summary JT Type Bg Carnbo BrgW chh Material RgJBm Width Max React Mae Grav Uplift Max Winduplift M.Uplift Max Horix l Pin (Wall) I 8 in Concrete Masonry 3.00 to 1, 16011s - -951 Ibs -951 l s .95I Its 108 Rs - 7 HRoll (Wail) 1 8in Concrete Masonry 3.00 in 1,1601b; --9511(s Material Summary Bracing Summary • TC SP (ALSC6.2013) SS 2x 4 TC Bracing Sheathed a Pmlins at 4-111 Porlin design by Others. BC SP (ALSC6.7DI3) 42 2x 4 BC Bracing Sheathed or Pmlins at 3b4 Pralin daigr by Others. Webs SP (ALSC6-MI2) 03 2 x 4 Slidr - SP (AMC6-2013)12 2x 4 Loads Summary I) This tees has been dadpol fa the effws de to 10 psf bottom dyad live lmd plm dad loads. 2) This toss has been designed fix the effects ofwind loads in atxadanre with ASCE7-10with the folloMng user defined inpit: 17011ph tdtinete, Epstae C, Overall Bldg Dins 85 ft x 60 B, h =.24 ft, Na End Tone Tnss, Neither endwela considered DOL= 1.33, CC Zme 1Vtdh 6 It. 3) Mininr rn storage attic loading in aco rdanrt with IBC Table 1607.1 has not been a)plied Member Forces Summary Table indimis: Mariam, rrex CSI, a ax axial f—, (rrax cm¢ form ifdffereatfian rrac atrial force) f 1. TC 1.2 Q496 Z4361ts (-Z2061ts) 3-4 Q501 ZMlbs (-1,9-16lbs) 5-6 0.5M Z2981Is (-Z092ls) 273 a502 Z298IIs (-Zo92 Ibs) 4-5 0.501 Z279 lbs (-1.916 Rs) 6-7 a496 Z4361ts (-z206 Its) 1a12 a665 •1,725 Its 12-1 Q832 -Z 11611s ®Q�® DhDD OB BC 7-8 Q832 -Z 1261Fa 8-10 alifi5-1,7361ts QI37 358 Its 68Its)az400 is (27127 I� -24�4QS03 32Q1(7Ij 10 l37 1�(3i�l700tai�jwbi s 6.8 �S Notes: End ° °�yoi� o4P OV 1) This dson is based ASCE 7-10 as referenced"e 20l0 Florida WIding Cow Placcarent Method TPI 1-200LA3.2 shall be wed Cq= 1.17. 2) When this toss has been chosen for geas llty s ranee inspection, the Plate per 3) I3tdlding Dsigna shall vaifysdfwcight ofthe toss and othatiadlmdmaterials do not oceedTCDL 0 psf �y� ��C� yea, {b \ 4) Provide adogate drainage to prevent ponting -ea '�1 e� Q. 5) Listedwinduplift reactions based on MWFRS Only loading 'Q�n t�['�{� ,,10 \\�\\v\\ ® LU P 4t ��r O a ° O ®®®ea�® F ° °O ®% i 'NO710E•AcopyofrhsdesgnSngbe fumibedtothc erectbncommctor. The des{ Ks bawd v:doodeslmcrfem arrdrcquiememswppfi:dbytheT sbUn�clrucrandreisuponlheaccrvacyandn+mpL•IemsoflM hfiumatun StephenW �l�/�jp• fonhb�IheBUBd'ngWsigoer.Asealoolhsdmnugidealcsaceeptaaceofpiofe�nalengheemgre�nnvbSrymL•yforlhelrmscomponeot dcsptdoua The suiabSryand uxoBhhcompor,enl formryputcuhrbm5lhgdesgmslheresponsbdrynf StrucL .xi the BudingAsyrrer,perA1S1/I7'I].2007 CTaMer+'WARIiH.G'Tru�srequ:epmperluM�g ercethn.ref"taadbmchg. Reterra ltrc htesediunofBCS1(BuSingComtonenl SafaylnfmmathaphtypmdocedbyT77and5BCA)f proper N. }:in Hi Ft. Pia[tFl 31951 6tbnmmlro6saadmpMamafetynformatnnrchfuglolheemie con4rucibnproees fnlhea6xnceof�eedtinoagafnnaodtempomryrcamht/brachgspecEbalhnsbyothers,thenaa6tun(uclMugn9aRrtunlolnnces)andtempoary �• msmnt/6mcngoftfielru�ssfialbe inattoNaace a1hIICS1-BI aM8Cs1•B2 Trusxsahorequiepemraaentrc9nhl/bmcngofcbordsaodccnanuebmemhrs(u7rere nd'eated).Th'sdmungovyndnatesthe bcalnnsfitthtemlrcamul.The melh°dofndetlu ItnBmemberre5mnt/braei�sbagbeosspecYedbythe BwlinglksgcerperAtSlfIPl 1,Clupter3;d'.y+ec/urnnspamanenlbracngdesennrrotspecl'edbyodrers,th'seh bMaceompEhedbysardardirduffghtemlrcmmit and s dngorulbrecogdela�naccoNanceuihIIfSt-B3mHCS1-II7asappfeabb.•IhBVRT/Nf•Thades4ma�°slhevussmanufactmednattonlaacewihlhsdmuvgmdlhegwliycriem q�cc'dednATb7/T'PII CIupler3. Alcome<Imphoesda/ l/:J nd'ealesan IBgage bemanufactmedbywM'strong-TeCompany.btenaccordanceufhESR-2762./dccrao, rphlesare20gage.mth¢tM speeifrdPhte skaisfohrucdbya"-18"ufihh phle. Southern Truss Companies, Inc. Truss: A10 e e t 2590 N. kings Highway JobName: WS-5512-C-BR BAL-EXIN SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsTM TRUSS 800 232-0509 772 464-4160 772 318-0016 Fax COMPANIES ( ) ( ) ( ) Date: 11 14 2 58:14 PM 1 Truss 09 Pager ofl Version:4352 rBulld 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 36-4-0 5 /12 1 1-6-0 1-6-0 0-0-0 0-0-0 1 24 in 184 lbs 39-4-0 1-6-01-3-8 1-4-0 6-3-0 6-3-0 7-5-0 6-10-12 6-10-12 1-3-8 2-7-8 8-10-8 15-1-8 22-6-8 29-5.4 36-4-0 1-2-7 1-2-7 - 5x6 - 5x6 - 5 6 12 12 5F— 4x5-18 \ �5 7 3x4 / 2x41 4 8 m� 0 12 0 of 5� 5x5-18 -6x6 aIg { 2 3 9 2x4 - j 2x4 - 1 17 is 10 15 14 13 12 A - 3x4 - 4x8 - 3x4 - 3x4 - 3x4 -. 3x4 0-0-0 0-0-0 2-7-8 8-1.4 8-14 8-9-0 8-9-0 2-7-8 10-8-12 18-10-0 27-7-0 36.4-0 Loading General CSI Summary Deflection L/ (loc) Allowed Lead ((so BIclgCcdc: FBC 2010' TC: 0.93(2-3) Vat TL• Q53 in L/797 (14-15) L/240 20 TPI I-20D7 BC: 0.90(14-15) Vat L. Q22 in L/999 (14-15) L/360 TCLL: TCDL: 0 Rep Mbrincease: Yes Web: 0.86(5-14) Hore TL• 0.12 in 9 BOLL: 0 D.O.L. : 125 % Creep Factor lur- 1.5 BCDL: 10 Plate Offsets QntX,Y,Ang.. (1:3-I1,42,9Q) (20Q39,Q) (3:0Q38,23.) (4:1-IQ48,23.) (5:41,312,Q) (6.41,3-IZQ) (7.0.12,I-14,H) (8:M313,5R) (9.3.114-Z90.) (IQQL13-QQ) (11:OA1-IZO.) (126Q3-S.Q) (I3.OQI-12•Q) (14:OQ3-&Q) (15:142,3- W . Reaction Summary JT Type Btg Carlo Btg Vidth Material Rqd &g Wdth Max React Max Gray Uplift Max Wind Uplift Max Uplift Man Hfriz 1 Pin (Wall) 1 8in Cmacte Masonry 3.(pin I,22211s --1,0691ts-],06911s 9 H Roll (Wal0 1 8 in Concrete Masonry 3.00 in 1,232lbs - -1,069 Its -1,069 it; 1W Ibs - Material Summary Bracing Summary TC SP (AL9C6-2013) SS 2x 4 except: TC Bracing Sheathed orPmlins at 3-0-Q Ptalin design by Others. 16-2 SP (A(SC6-2013)12 2x 4 2-3 SP (AiSC6.2013)12 2 x 4 BC SP (ALSC6-2013) NL 2x 4 BC Bmdng Shothcd or Pwiins at 32-Q Pu din design by0thers. wets SP (ALSC6.2D12) 93 2x 4 Slidnr SP (AISC6-2013) t2 2x 4 Loads Summary 1) This trtss has been designed fa the effects do to 10 psf bottan chord live lead pl s dead leads. 2) This toss has been designed for the c&rts of wind lead in accordance with ASCE7-10 with the following nsa dAned inpd: 170 rrph Wd mte, F�pnatae C, Overall BIfg Dins 85 ft x 601t, h = 24 ft, No End Zone Tress, Neithereadweb cansihmA DOL-1.33, CC Zone Width 6 R . 3) Minirmmastorage attic Imdngin aomrtbnce with IBC Table 1607.1 has no been applied 1 Member Forces Summary Table indeats:Marba ID, rnucCSI,maxwdalfao4(trtaxcar¢faceifd6aentfromtnaxaxialfb=) (�� `�,) l� TC 16-1 Q52D 231ts 3-4 Q641 3,89911s (3,6501Is) 6.8 0.677 Z409Its (-Z2631ts) z 466 lbs ("Z lfs) B© ®�� 11 OB®�®gel 2-3 0.831 3,1344lbs (-3,0461ts) 5.6 0.653 Z1065 lbs (-I,8321ts) 9-17 Q244 23 lbs 9C 9-10 Q891 2,129lbs (-2,IQ3 I(s) 12-14 0.809 1,734Its (-1,6431ts) 15.1 Q486 1,6661ta (1,502 lbs) ��® 10-12 Q791 1,683 lbs -1,652 lbs) 14-15 OL997 23W (-2WIts)�H Is cc °Oct wets 2-15 Q674 -1,955 lbs 414 'Q241 fill (�10 its) 6-12 0.130 31411s (-1201ta) 6-10 Q516 53511s (-396 lbs) ® �j,o o f J O °� o m© 315 0.748 1,959 ribs (-1,542 Rs) 5.14 0.859 7A is (-7I7Its) 4-15 Q419 -1,190lbs S12 0.127 25411s (•117Its) 8-IO QI47 38411s (-2031hs) o r o°° , Notes: ©-il�o°\� ��'� op m o v 6j� \ ° �, co 1) Ibis cksign is basedon ASCE 7.10 as tdamcedlry the 2010 Freida lirildng Ctrs 2) When this mess has beat chosen for e}Wity assraance inspection, the Plate Placerrent Method per TPl 1-20WA12shall be rset Cq= L17. e ° 3) Whfing Desig er shall verify selfweignt of the toss and other dead load rmterials do not exceed TCDL 0 psC ea ° Q e 4) Provide adegnte draina� to prevent pondng , 5) ® Indicates emtinrxts lateral restraint (CLR) req.dred at the location(s) sham. Rows of CLRfn st be adQxnedy diagonally braced sce DAVEBCLRBRACE Faallematives to CI.Rs and dagona©t6taejtp °ite D-WEB RC % �. o o p 6)Listed win dtplifl reactions based on blWFRS Only rearing lopo -'r{-• ° �J 00 yr°Lmo Bg068 -NOTICE•Acopyofilisde*dmlbefiuo'shedtotbeereclbncontmetor. Tf desgnnfilf id itualtrus'sbawdoodcsgnerierhandmquiememswMidbytheT=Mmufact=randrcksurmlheaccumcyaodenmpl:tem:ssofthe nformatun Stephen W. V&rter xt fMhbytheB.MingDX*.cA-I..Ih'sd,.,vbgia&atcsaeceptanceofMfes o=lcngi criigmsponsbhymbyforthet=compocemde.p sham Tbcwkabikyandu ofth'scamNnentfranyr ni:ubrbull'ngdesignklhe respnn Ldeyof Struct.Fnga54.395 I. BuMbglxsOneeperAt-SI/1'Pfl-2007(h3pter? -WARMM Trusesmquiepmperhandfng,erecl'mn-mambinMbmcbg.Refertolhehlcaed'timofBCSI(BmlfngComponent Sofoybformalbny:nypnducedW MaMSBCA)forpmNr 2590N. Kin W Ft. Pierce F134951 i.amtbnmalwdsandmponont.retynfnrmalnnrehlugtotheemieco==tbnpmeemlntbeab=neeofpecircmgalbtunandlempomrymamid/bmcbgpecircatimshymh,r ibeiiaalb(ion(aid'nghgamtbnt.L--es)aMtempomry !'�• reamin/bmebgoflbel sssba06e baecoNwee,vihBCS1-BlandBCSI-B2.T—us borequie permanentmgmbVbmciingofchnrtsandccdaboebmembem(niemii&alcd).TMdmuvgonybd'caleslhe bcalunsforMemlmamiil.The methodofidn•Binitn�memberreamnWrrcbgdnlbea q—iredbylheBndli4A rerp.ANSVIM1,Ch pt<,2 irq. irrinmpe mntbmhgdctnbwtepeefedbymther;lh'sdmObenccmmpN,edb):9andud'ndwp•htemlreamntnM dngomlbmcbgdetalbaccordamcwibB(SI-B3w]3SI-B7asappirabk.-DA'ORTANr-Tnbdeatnamnnestbet°s manufactured'naccordanceuihth'sdmwbgandlheq.fiycril.bR.cir.d-nAtIRrM1Clmpter3.Ascomrcctorpbtesdmt r(� bemanufacturedbySmpv°Strong-TcC-p.yl..baaortameufhESR-276'-.A➢connectorpblesar200ge,mbstb.4,,&,dpbles¢e'sfonbu dbya'•-ir,,tkhndi:.I.sanlggagephle. MIJSouthern Truss Companies, Inc. Truss: CJ18 2590 N. kings Highway JobName: WS-5512-C-BR BAL-EXIN SOUTHERN Fort Pierce, Fl 34951 Designer. JAO Component SolutionsT^' TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318=0016 Fax Date: page: 4/9/2014 258:15 PM I of 1 Truss Version:4352 [Build 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 12Is 1-8-6 3.536/12 1 2-1-7 , 0-0-0 0-0-0 .0-0-0 1 12in 2-1-7 1-8-6 1-B-6 2 0-0-0 0-0-0 1-B-6 1-6-6 Loading General CSI Summary Deflection L/ (loc) Allowed Lord (port) Blcg Code: FBC 2010' TC: 0.59(5 .1) Vat 71.: Oin L/999 (34) L1240 3 L! 360 TOLL: 20 TPI 1.2007 DC: Q01(34) Vert LL 0 in L / 999 2 TCDL: 0 Rep Mtrinaease: Yes Wcb: Q10(1-4) Here TL QOl in BOLL: 0 D.O.L: 125% Creep Factor, Ka-1.5 BCDL: 10 Plate()M Jr (Int-X-YAna), (1:2-124-00.) (4:2-IZ3490.) - Reaction Summary 1T Type erg Carbo agWdh Material Rgd Beg)M(kh Max React Max Gray Uplift Max Wind Uplift Max Uplift Marc Hain 4 Pin (Wall) I 11.313 in Concrete Masonry 3.001n 1031ts - 15711s IS71Is 83 tls 3 H Rdl (Tnss) 1 1-5 in - 3.00 in 14 @s - -3611s 2 H Rdl (rnas) 1 1.5 in - 3,00 in 991h; -36 Its - Material Summary Bracing Summary TC SP (ALSC&2013) 92 2x 4 TC Bracing Sheathed or Pudins at 6-3-Q Pcclin design by Others. BC SP (ALSC6-2013) f2 2 x 4 BC Bracing Sheathed aP dins at 104DA Patin desigt by Others. Webs SP (ALSCG2013) R2 2 x 6 Loads Summary 1) This bss has been designed fa the cams de to 10 psfbatam chard live load plus dad lmds. 2)This tnss has been �ignod fa the effects ofwind lmda in accordance with ASCE7- 10 with the follaving sa defined inpR 170trphdtinnte,Bxpswe C, Overall Ble�Dinsffi R x 60 ft, It - 24 ft, Not End Zane Teas, Neither and web considered DOL- 1.33, CC Zone Width 6 R 3) Minimmn storage attic Imding in accordance with IBC Table 1607.1 has not been applied Member Forces Summary Table indents: MarbaM,rmxCSLnior a;dalfbra;,( onnVfaceifdiffarnt5anrmxaxalfacc) Notes: I) This design is based on ASCE 740 as referencadtry the 2010 Florida anildng Cod: 2) Unlabeled plate; an, a4 20ga 3) When this teas has been chosen for (Inlity, assurance inspection, the Plate Plararrnt Method perTP1 1-20DA3.2 shall be wed Cq= 1.17. 4) Buildng Designer shall vapfy sdfwcight of the tnss and other dead load naterials der not O=WTCDL 0 psf 5) Tnss4o4nss omnection is fagraphial intapetation only. A hmW aotherstnrdwal connection shall be provided to resist the nax reaction and uplift shoxn in the Rsaim Stamnry 6) Listelwind uplift reactions based on MWFRS Only lading Stephen W. Warter Sma. Fng954395 2590 N. Kings High. Ft Pierce FI 34951 4 Southern Truss Companies, Inc. Truss: A9 2590 N. kings Highway JobName: WS-5512-C-BR BAL-EXIN SOUTHERN Fort Pierce, F134951 Designer JAO Component SolutionsThJ TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax COMPANIES Date: 14 258:15 PM Truss of I of 1 Version:4.352 P3ufld 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 36-4-0 5 /12 1 1-6-0 1-6-0 0-0-0 0-0-0 1 24 in 192lbs 39-4-0 1-6-0 3-3-8 1-0-0 8-4-8 4-1-8 1-8-6 1-8-8 4-1-8 5-10-0 5-10-0 1-6-0 3-3-a 4-7-8 13-0-0 17-1-8 18-10-0 20-6-6 24-8-0 30-&0 36-4-0 2-0-7 2-0-7 5x5 - 2x4 j 5x5 - 5 6 7 12 12 5� 3x4 / 3x41 —,5 4 8 3; _ 44\ 9 2x4 / 10 rN 12 5x5-18 -6x6 \ 4 2 3 0 5 11 2x4 - d 1� 11 2x4 - zo 19 17 16 15 14 13 12 4x4 - 3x4 - 3x4 - 3x7 - 4x4 - 3x4 - 0-M 0-0-0 3.3.8 6-9-8 8-9-0 8-9-0 8-9-0 3-3-8 10-1-0 18-10-0 27-7-0 36.4-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load flat) Bit Code: FEC 2110' TC: 0.89(I-2) Vert TL '0.49in L/852 (13-14) L/240 TOLL; 20 TPI I-2007 BC: G94(16-17) Vat LL• Q21 in L/999 (13 L/36A 14) H=T14 in 11 TCDL: 0 Rep Mtra inease: Yes Web: 0.85(4L• 0. I3CLL: 0 D.O.L : 125 % CreepFactor, Kee- 1.5 BCDL: 10 Plate Offcts(Jnt:X,Y,Ang): (1:3.11,4Z90) (2043-9,0.) (10-VA79J KOQ3.13,21J (5:043-9,Q) (&,043-89Q) (7.0Q3-9,Q) (8:043.13,21) (9:41Z7-14,23.) (10.K3-13,40.) (11:3-B,4Z9(k) (120-RI&Q) (13:0Q240.) (14:04A(t) (15:0-QI-IZQ) (160QAO) , (17.3-&3-&0.) (1&04040.) Reaction Summary JT Type Erg carbo Brg Wdth Material Rgd Dg%kith Max Rena Max craw Uplift Max nd Uplift Max Uplift Max Haiz 1 Pin (Wall) 1 8 in Concrete Masonry 100 in 1,2431ts - -I,Wi.9 Rs -I,IXB Its 1241ba 11 HIWJ(Wall) 1 8in Concrete Masonry 100in 1,253 lbs --1,069lbs-1,069lbs - Material Summary Bracing Summary TC SP (ALSC&2)13) SS 2x 4 except: TC Bracing sheathed a Pwlins at 34A Pudin design by Others. 19.2 SP(ALSC&2013)Q 2x 4 5-7 SP(ALSC6.2013) tR 2x 4 DC SP (ALSC&2013) to 2x 4 DC Bracing Shathedar Prdins at 2-104 Pmlin dsigl by Others: Wela SP(AISC&2012)Ifb 2x 4 slider SP (ALSC6.2013) 62 2x 4 Loads Summary I) This truss has boat desigie) forthe effects dtc to IO psfbottan chord liw Imd plus dad Imds. 2) This mss has been designed for the clads ofwind loads in accordance withASCEJ- 10 with the follwwingmer &-fined input: 170 nph udWrate, FVmuae C, Overall Blc. Dina 8S ft x 60 ft, h = 24 ft. Not Fnd Zone Toss, Neither mdweb considered DOL- 1.33, CC Zone Wrdh 6 R 1 3) Minimmt storage attic loading in accordance with IBC Thble IW7.1 has net beat applied (� 1y Member Forces Summary Table inflates: Marber ID, max CSL max axial force, (npx carer rate ifdffamt from rmx adzl fare) 1�JI DD© TC 19-1 0.520 23 Rs 34 Q718 Z5921ts (-Z5151bs) &7 Q762 Z437 ft (-Z418 lbs) 10-11 Q526-Z4Mlbs ��{i 8© B�BeO I-2 am Z3941is (-Z3171ta) 45 0.528 1,9101ts (-1,70711s) 7-8 Q413 1,888 Its (•I,7031ts) II-20 0244 731hs 00� apA ,(ice 23 0.693 Z26511s (-21511ta) 56 0.ffiI Z688 is (-Z42811s) 8-10 a445 Z2961ts (-Z291 lbs) �r1,�, 'lNd try ��ep 13C I1.12 G900 ZI74lbs (-Z03811s) 14-16 0.90D 1,99711s (4,903 lbs) 17-1 0.649 Z0%Ites (-Z026lb;) oo c °o "� .14 Q888 1,98I lls (-1.7871bs) 16-17 Q941-3,186IIs O ,/�� °° v7 Webs 2-17 Q473-1,4471bs 416 Q319 5391ta (�171ts) &I8 Q215 1651ts (-114 lbs) &14 0.649 65011a (-Sm.) ©O F! °° ill Q710 I,Iifi0lhs (-1,4141bs) 414 Q848 837 Rs (-6fi6lbs) 18-14 Q443 1,0491ts (-98211s) 8-12 QI54 3601ts (-2Dl lla Q374 lbs 7-18 Q369 96711s (-937IIa) 10-12 QI10 297lbs (-1561 3-16 0.550 1, 13711s (.7361bs) 5-I8 -1,0M Notes: m ° �0 1) This design is based on ASCE 7-10 asreferucod by the 2110 Florida Building CaE 2) Whm this truss has been chosen for rpality asstxance inspection, the Plate Placrnalt Method per TPI 1-200UA3.2 shall be used Cq= 3)ErildngDesignershal) verify selfwciEbtofthetossand other dead load lmtcialsdonot c-.dTCDL0pst o 0 4) Provide ad drainage to pending grate prvert 5) At least oneweb ofthis truss has been dsigtedwith a panel pant in thew& All panel points on such wets shall be braced Iaterallyperpendialarto the plane ofthe mess. Lateral braces shall be ia&;i ' 6" ofadr w)$lq point. to ClRs dafnal sem&WEBREO3-ddfRt E 6) 2] Indicates continuous lateral restraint(CLR) required at the loatim(s)sham. Rays ofCLR oast be adtxpately dagnally braced see D-WEBCL03RACE For alternatives and ® g 4q 7) listed wind reactions rctions based on M%WPS Only loading ® go 0 RNOTICE-Acopyofth'sdes(mshalbefmnffiedhotheemctbnconincim.The&ggnofth'aadbiiwll=i;Mwdonde*crierhandmquiemcntswMkdbytb:Tr NbmfaclmerandmisoprmlwaccmeyandcompYtcoessofthe hfmmalan Stephen W` a ter xt fmihbylhe if! umhsmdpror.PerAt•SIlCP11-AD7Chaplcr2'WARNM-Trusssrequielnq.,).ndag.=clb..et.in-dbncerg.RefertotMhleaedihnof3MB�geomponemS2tyWomothnpnlb,m medbyTPlandSBCA)fmpmi r S1nrG Fngb54395 N. Kin High.Ft Piste F134951 ! itsalo bnmelhodsandinpol ra mretyafomnlanrebtagtothe eoliecownuctimr— In the absexe ofspecEo baal3timmdtemporary rcSnaUbracagg-ir atansbyothers.tMa°amlanCeMagaaalutontol:—)rodtemporary resnal/Yaatogofuheumsa:s4ul6e aaceordmneswlhBCSi-Bl andBCSI-B2 Tcusscatamquiepermn mmsimhVbneagofchordsandcenaaaebmembem(mbemiadaatcd).76odnamgonyad'eatestM lxatonsforhtenlresnar.The methodofidivtlmlunmmemberre4nht/bncag shal6eosspsfedbyttroHuddhglksgrrrperATSIffPI l,C1npuer2; irpmr tmpe nentbnchgdetni;wtq=iredbyothersthad lbeaccompFhedbystnndudndusn-htenl.e it..d di,p.lbachgdet.ithauortwcenihBCSI-B3orB(SI.B7asaMleabL•.-DAMT/Nf'Th'sdes[vassmesthe t=bma=Lct=daaccodaoce uithth'sdra%%bgandthe qumtycdcrh spec'dednA1SVf171 Chaocr3. ADco—torphtesdral bemarmfacl°redbySmpmnSfmng-TiComrmy,lnc haccordamcwihESR-2762.ADcon cimpblesam20gage,wbsstbcspcudsdphleskehfohuwdbya"-18"n6'ehndhalesan ISgagepble. _ Southern Truss Companies, Inc. Truss: A8 2590 N. kings Highway JobName:. WS-5512-C-BR BAL-E XIN } SOUTHERN Fort Pierce, F134951 Designer: JAo Component SolutionsThf TRUSS NIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax COMPANIES Date: 1st 258:16 PM Truss I ofI Page: of] Version:4352 [Build 11 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 36-4-0 5 /12 1 1-6-0 1-6-0 0-0-0 0-0-0 1 24 in 188 Is 39-4-0 1-6-0 5-3-8 1-4-0 6-4-8 5-10-05-10-0 5-10-0 6-7-8 13-0-0 18-10-0 24-8-0 30-6-0 36.4-0 2-10-7 2-10-7 5x5 - 5 12 5r 12 15 3x4 / 3A q 6 4x4 7 p� 2x4 / 5x7/ 5x61 m ' 12 2 3 8 51 2x4 - 1 9 2x4 - 17 16 15 14 13 12 11 10 3x4 - 3x4 - 3x4 - 3x7 - 4x4 - 3x4 - 0-M 0-0-0 5-3-8 4-91 8-9-0 8-9-0 8 9 0 10-1-0 18-10-0 27-7-0 36-4-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load list) Bldg Code : FBC 2010' TC: 0.50 (8-9) Vat TI.: 0.48 in L / 876 (12.13) L / 240 I1-12) L/-160 TCIL: 20 TPI I-= BC: 0.92(12-14) Vat LL• (12in L/999 (1 TCDL: 0 Rep Mlx Increase: Yes Web: 0.86(412) Hoer TL Q13 in 9 BCIL: 0 D.O.L: 125% Crap Factor, Ka=1.5 BCDL: 10 Plate O&cts(Jnt:X,Y,Ang):-(1:3-I1,4z9Q) (2043$IL) (3:04343,79.) (4:0Q}1123.) (5.0o3-13,Q) (6:64343,23.) (.0-IZI-14,21.) (H-Q3-13,40.) (9.3-114211) (IQ043-8.Q) (11:04240 (12043$0.) (1104 1-lZa) (14d343$0.) (15.3S38Q) Reaction Summary JT Type Brg Carbo BrgWdth Material Rqd Brg IVA Max React Max Gmv Uplift Max Wind Uplift Max Uplift Max Haix 1 Pin (Mill I Bin Concrete Masonry 3.00 rn 11261 lbs --1,0691bs-1,0691hs 13911s 9 H Roll (Wal]) 1 8 in Concrete Masonry 3.00in 1,271 lbs --I,059lbs -1,069 lbs - Material Summary Bracing Summary TC SP (AISC6.2013) SS 2x 4 TC Bracing; Sheathed orPalins at }9Q Min design by others. BC SP (ALSC6.2013) f2 2x 4 BC Bracing Sheathed arPulins at 3- -0 Pu1in dsigl by Others. Well SP (AISC6.20M B 2x 4 Slider SP (ALSC&2013) H2 2x 4 Loads Summary 1) This truss has been designed fa the effects de to 10 psf baton chord live load plus deed Inds. - 2) This ass has barn c signed for the effects ofwind loads in accordance with ASCE7 - IO with the following user defined input: 170 rrph WOmt4 EVoame C, Oveall Bldg Dins 85 . ft x 60 ft, It - 24 ft, No End Zme Thas, Neither end web onsideled DOL- 1.33, CC Zme Widh 6 & 3) ivbnimmt storage attic loading in accordance with IBC Table 16Q/.1 has not been applied Member Forces Summary Tableindcat-Member ID, rnaxCSLnaxaxalforce,(rrexempcforce ifdffaentlion, rraxWalrace) TC 16-1 Q244 lbs 3.4 0.489 z63011s (-Z553ls) 6.8 Q482-z333lbs 1-2 Q487 Z472 Its (-2,4081ts) 45 0.434 1,85911s (4,740lbs) 9-9 - a503-Z4391ts 2-3 Q457 Z352lbs (-2228 Its) 5-6 G450 1.82-1 lbs (-1.740Its) 9-17 0.244 23 lbs ®%at 0 D© BC ¢0.12 092 1Ibr-11:l�) i4-is 08.6 z609811h�s (4•893lts) ISI 0817 z171 Iles (-z 1131(s) Goe Wes 2-15 0.389-1,0941ts 414 0.390 SR lb, (-50911s) 6.12 0.687 649 lb; (-5391(s) }IS Q4A 1,2551bs (-I,Q5911s) 412 um 954lbs (a721bs) 610 0.15I 37011s (-1971ts) a��©•s.�®eOBo O � o ....... o A E o 0o Bp 3.14 Q2R 7131(s (45911s) S12 0.411 I,OT/Its (-1,010Its) 8-10 0.107 18111s (-ISO lbs) o®e oe° p yi O o ° Notes: 1) This desigt is based on. ASCE 7-10 as referenced b7 the 2010 Florida Eltilding Cork -ea o A �� p�`J9� o Crm `O \ 2) When this hiss has been chosen fa w gmlity assutm inspection, the Plate Placerrcd Method perTPl 1-2007/A3.2 shall he used Cq= I.IZ 3) Bnildng Desigia shall verify sdfweight ofthe truss andotha had load noterials donotardd TCDLOpsf - o m S °Ill v 4) Pn ide atYgaate dminW to ptevaut pondng 5) ® Indicates continuous lateral restraint(CLR) nnitedat the laatimow (s)shovn. Rs orrns ClRt be adcptdydaginallybaced sonD-WEBCLRBRACE Finalt=atimto ClRsmddiagngmeingo=D- R E 6)Listed wind uplift reactions based on MWFRS Only loading Go 'To P(o 4Z) S�e�p Lab F S 0 ®®®6 •NOI'ICE•Acopyonhad *ahallx f=UU dlolheewclbncontmclm. Tbedcspoflh-shdhiJwlt=i;Wwdm&-!iEncrierhandmquiementsaWEcdbylheTmshboufacturerandm&-supontffiaccumcyandcompL•leaeaofthe uformatbn Stephen W.Waiter .lfmlhbylheDuSingQ:sgnee Agalonthadmavghd'calesacceptanceofpmfessowleagheemgre�orssbdry�0yforthelmscompOrrcnl deslmshmr+i. Thestiab;dymduzofth'scompnneal ferany�nEu6rbualhgdesQm'slhe rcspemvbSrynf Stu:t Eng 054395 lkBod1hglk*er.perA1SM 1-2007 ChaplerI•WARNM-Trumsregii. p. eehandfvg,ereelbn.re9miaraadb-S. Rcfertolhe blest edihaonICSSuhrik agComptmentSafetylnfomratbnpblypndreedbyTPI SeCA)for{aoper h.9amlbnmetMSandmponanlmfelyhformathamhlhgiolheemieeonamclbnp.calnlbeab.meofspecifch9amthaaadlempnmryredmhWmebgg.c-dxalbnsbyatbmtbeu9alnbn(uchdugu9albtbatokrarrces)aMlempomry 2590N. Kingi l-Bgf. Ft. Pierce F134951 m9mhVbmchgofthetr sshalbehaccor&mewihBCS1-Bl andBCS7-112.Teases.§mquieperm.-t.dmfit/b.cigofchordiandcenahucbmembem(u6emiurrated). ThhdmwhgonyixrcateslheMa1basfmhlemlrc9mbi.The methodofidn•ilmltm nicmhrrc=hobrachgdmUbensq=rcdbytheBuMigDcsterMATb7fMI,Chpter2;i'specfeimapemmnentbm<hgdesnnnrrotq,ec%dbyo0xrzthsdulbeacwmpfdiedbystandard ManyItemlre9mhlond specifed'nATSVfPI l Chapler3. Anconnecimpblessbal dngorulbmchgdeWhhaccordence uihBCSI-B3orBCSI-B7asappkabb.•R IPCRTN7r•Th•sdedgn asameslbe tons'smanuGclured'naceoNanceuihlh'sdmwhgandthe quaaycrtem bemanufacrmedbySmp9m9mng-Th Campany,fnchaccordvxeaih FSR37�.AEco®cclmpbtesam±0 gwge,unhsthe speetlhdphles¢a'sfnhiuedbya"-IS"uthhhd'catesaa 18gageDhte. Southern Truss Companies, Inc. Truss: A7 2590 N. kings Highway JobName: WS-5512-C-BR BAI EXLN SOUTHERN Fort Pierce, F134951 Designer JAo Component SolutionsT"f TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: I ofI 14 2:58:17 PM page: 1 ofl Tmss Version: 4352 [Build 1 Span pitch Qty OHL oHR CANT L CANT R PLYS Spacing WGT/PLY 364-0 5 /12 1 1-6-0 1-6-0 0-0-0 0-0-0 1 24 in 186lbs 39-4-0 1 7-3--8 1-4-0 4-4-8 52-41 -6-0 5-10-0 1.6.0 36-4-0 738 -7-8 IM-0 18-10-0 3-8-7 3-8-7 5x5 - 5 12 5(— 12 - 15 3x4 / 3x4 \ 4 6 4x4 \ 7 5x5.18 -6x7 / m� 2 3 *� 12 g cow 5F- m ate 41 j 2x4 - 2x4 - 1 1s 15 14 13 12 11 10 3x8 - 4x4 - 3x7 - 04 - 3x4 - 0-0-0 0-0-0 8-7-8 10-2-8 8-9-0 8-9-0 8-7-8 18-10-0 27-7-0 36-4-0 Loading General CSI Summary Deflection L/ (loc) Allowed Lmd (pso Bich Code: FBC 2010' TC: 04 (2,3) Vat TL• Q61 in L 1692 (12-13) 7?11.2[07 BC: 0.92(9.10) Vat LL: 0.19in L/999 13 L / 240 L/360 TCLL: 20 TCDL: 0 ReliMbrinorease: Yes Web: 0.80(412) Haz TL• 0.12 in 9 BCLL: 0 D.O.L : 125 % Creep Facto, Ka= 1.5 BCDL: 10 Plate OHscts(1nt:x,Y,Ang): (1:311,4Z90.) (2:6Q3-9,Q) (3:"A23.) (4:OQ3-13,21.) (5:oQ313,Q) (6:643-13,21) (7:0.1Z1-1423.) (8:043-13,40.) (93-114ZB) (IO0Q38A) (11:014240.) (12:0434L0.) (13:04X24Q) (14:14ZAQ) Reaction Summary IT Type Big Carbo BrgWilth Material Rqd Brg Width Max React Max Gov Uplift Max Wind Uplift Max Uplift Max Hodz_ it, au- 1 Pin (Wall) I 8 in Concrete Masonry 3A0 m i;262 lbs --1,0691Is 1,27011s - •1,069 His 139 fts -1,06911s 9 H Roll (Well) 1 8 in Concrete Masonry, 3.OD in Material Summary Bracing Summary TC SP (ALSC6-20I3) SS 2x 4 except: TC Bating Sheathed mPudins at 3.7-4 Aulin desigl by Others. 2-3 SP (ALSC6.2013) UL 2 x 4 BC SP (ALSC6-20I3)1f2 2 x 4 except: BC Bating Sheathedor Pulins at 38Q Pulin dsign by Others. I1-13 SP(ALSC6-2013) SS 2 x4 Wds SP (ALSC6-2012) h3 2x 4 Slider SP (ALSC6-2013) l2 2 x 4 Loads Summary I) This tr ss has been dsigled ftr the eBecls due to 10 {sf bottorn chord live load plus dad loads. 2) This truss has been desiVied for the effects ofwind loads in accordance with ASCE7 - 10 with the fdlmingtser defined inpid: 170 nph ultinnte, Exprsue C, Overall Bit Dims ft x 60 ft, h = 24 ft, Not End Zme Tess, Neitherend vecb considered DOL= 1.33, CC Zme Width 61 85 3) Minimmrsl� attic leading in aomrdance with IBC TaWe 16M.1 has not been appliedMember Forces Summary Table indicates: MarberlD, =CSl, rrexax al facq (n cwpe ficeifdlfaad fiunrroxatdal force) to TC 15-1 0.244 23l s 3-4 Q479 Z92211s (-Z748 His) 6-8 0.479-Z326lbs � B BB 1-2 G519 Z4611ts (-Z414 lbs) 45 Q428 1,885 lb; (-1,7451ts) 8-9 0.509 -Z434 lb; 2-3 Q945 Z56911s (-Z460lbs 56 Q447 ].85511 (•1.111) 111 Q244 231ts BC 910 0.924 Z203 Its, (-1.970Its) 1012 Q715 1,92611s (-1.754 IIs) 12-14 Q888 Z002Ihs (•1,914ls) 14-1 Q916 6-10 Q148 Z1781bs (•Z09616s1 !g7 3581bs (493 lbs) o Wets 2-14 0.311 815 lbs (-734lbs) 4-14 0.735 759Ihs (-7421ts) 5-12 Q411 1,0771te (-1,0121s) ®off op�OC its v7 114 Q487 1,274 Hs (-1,090lbs) 4-12 (ISM 8551ts (�31 Its) 612 0.675 6411ts (-5301ts) 8-10 Q107 26(I (-141hs) � 0 1� Notes: /q�'°° gwiry ° \ o m 1) This dsigi is lased on ASCE 7-10 as referenced by the 2010 Florida Building Cow inspection, the Plate Plaour e t Method 1-20DA3.2 shall be used Cq- 1.1Z o m 2) When this truss has been chosen for quality assurance perTPI 3) Building Designa shall verify selfwcight of the hiss and other dad lad rmtedals do not exceed TCDL 0 psf ® 4) Pruvid: adupte dtaina� to prevent pnding (t C(Rsmddagu�2g°osee0. O m 5) ® Indicates continuos lateral restraint(CLR) ragredat the loatior(s)showwn. Rays ofCLRmat be adc4ately dagnallybaad see D-NVEBCIRBRACE. Finaltematrvcsto used MWFRS Only Imdng ! Q e b) Lisled wind uplift reactions m p e o P(4 ce' [)� ° PLO o®s�®® �� S oitk 0® -a,WICE•Acopyofth'tide*lmlbefwnibedlolhccmcl'°ncontmetor. Thedevmonhi;iMiidwlln bbamdoodesgncrieruandmqu:ementsaWledbytheTrvshhmhctmerandrcksuponlbeaccmcyaWcomphlcces rimier nal'un Stephen W.Wcruet etfnnhbytice BuilingAsyner.Ascalonthsdratvitgili-wesocceplance ofpmR�nalengheemgrc�o Itysl•ly forthe truacomr-ent&*shua The sAabflyand—fthscomponenl fnranypdku{vbuMbgdeski-,lberespoasbilyof S �gq � theBudrnga-*.rperANSBTPII-'-007 Chapter2."WAI2NQJG•Tn�srcgtue poperhanding,ercetharesanl andbmcng. WcrtotbcbtcgcdiimofBCSIB�gC°mponeot SaferyWormatimpblypeoducedbyMand SOCA)f°rpmper 2MN. Kin Hi FL Pierce F134951 ructnnpmeminlMabmn ofq=iEcu°a➢atbnaMtempomryrc4mnttbmcbgWccifintunsbyolhcmtl imlamtbn(neWhgrt9a➢alonlohmnces)aMtempomry B pla naamYvnmethod—dinpnnammrelyitfmmalbnmbtbgtolbeemiccot rcamhl/bmchgoflhe traaysshalbe ihaeeordaw"hBCSI-BlandBCSI-B'-.Traaesaborequiepermamntmdmhl/bocngofchordandcenahmbmcmbers(uhcrc hd'eamo1hcm isdmI-ciojrpUthb3c .+asforhtemlrc9minstra 1,Chapler2; igiecf u-permanembmengdciBrhhmlgiecfdbyolhers,th's3u➢beacenmydiedy sandudndusn•htemlresmnt and meth.dofiAivilmluusmemberresmnWmchgdm➢beosapecf°dq•1he Bu3ingnemnerperANSYM di,o.lbmcngdetakiaaccordameuihBCSr-Blo ECS1-B7asappk.bh.`Mff%TNr-Tbi;desgmam esthelrusi;ma factomdnacemdaaewihth'ndmhainga.dOxquaitycrietnspec'dedaANSVI771Chapter3.A➢co ctmphlesdha➢ bemanufactmedbySmpmnStmng-TeCompany.Imnaccord n eaaihM-27G-'.A➢connectuphles=20gagc.u*sthespec'dedpbtes¢esfo➢toedbya"-Ig"ubehndhalmm1Rgagephte. �` Southern Truss Companies, Inc. Truss: A6 2590 N. kings Highway JobName: WS-5512-C-BR BAL-EXLN SOUTHERN Fort Pierce, Fl 34951 Designer: JAO Component So]utionsTM USS AINIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 4/9/2014 2:58:18 PM Truss COMPANIES Page: 1 oft Version:4352 fRu17d I Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 36-4-0 5 /12 1 1-6-0 1-6-0 0-0-0 0-0-0 I 24 in 209 lbs 39-4-0 1-6-0 1-9-0 3-9-4 3-9-4 1.4-0 8-2-8 1-5-0 7-5-15 8-7-1 10-7-8 18-10-D 20-3-0 27-8-15 36-4-D 4-6-7 4-6-7 5x5-18 - 12 6 3x4 \ 5i— 7 12 �5 5x4 \ 5x8 - 6x6 - 3x4 \ 8 4 5 9 m 12 51 3x4! m� 3. ro4 3 / Rio 2 { 2x4 - 2x4 - 1 20 19 7 16 15 1 72 / 3x7 - 4x4 - 6x��1�3 11. 412 � 6 x4 - 2A \ 12 12 0-0-0 0-8-0 0-8-0 0-0-0 1-9-0 1-0 6.6-8 9-11-8 1-0 8-11-13 7-1-3 9-3-8 19-3-0 D-3- 29-2-13 36.4-0 Loading General CSI Summary Deflection L/ (loc) Allowed Lead (pso BIt Code: FBC 2010' TC: Q69(6.7) Vert TT-. Q64 in L/659 (14-15) L/240 TCLL: 20 TPI I-2007 BC: 0.90(11-13) Vat U. Q22 in L1999 (14-15) L/-160 TCDL: 0 Rep Mbrinaease: Yes Web: 0.79(2-17) H. Ti-- Q2 in 10 BCLL: 0 D.O.L. : 125 % Creep Facto, Ka= 1.5 BCDL: 10 Plate Offsets(Jnt:)(,Y,AngY. (1:311,4-M) (2:1-1,44,23) (3:I-14,4-9,23.) (4:0-Z4-ZQ) (5:0Q3$Q) (6:04313,Q) (7:1-1,4A11) (&0.11,1-IQ23.) (9..0.3,35,23) (I0t311,4-ZII.) (11:043$,68) (I20Q21\Q) (13:1-1,3S,0.) (1.KAQ) (15:0Q2-QQ) (16:1-1Z38,0.) . (17043434) (18:1-1 i4(l) Reaction Summary 1T Type RBCmbo 13R Ridh Material Rgd Brg \\Idfh Max React Max Gmv Uplift Max Wind Uplift Max Uplift Max Hai. 1 Pin (Wall) 1 8in Concrete Masonry 3.00 in 1,3401ts --1,10611s-1,10616s 1391bs -1,085 Ibis - 10 H Roll (Wall) 1 8 in Concrete Masonry 3.00 in I'm lbs --1,0951ts Material Summary Bracing Summary TC SP (ALSC6-2013) SS 2 x 4 TC Bracing Sheathed orPulins at 2-11-Q Resin design by Others. BC SP (AISC6.2013)12 2 x 4 except: BC Bracing SheathedorPulins at 3-7Q Pmlin desip by Others. 14-15 SP (ALSC6-2013) SS 2 x 4 I5.17 SP (ALSC6.2013) SS 2 x 4 Webs SP (ALSC&20I2) 93. 2x 4 Slidr SP(ALSC6-2013) 92 2x 4 Loads Summary 1) This lnss has been designed Inc the effects dre to 10 psf bothxn chord liw loadphis dead loads. 2) This tnss has been designed in, the effects ofwind Inds in accordance with ASCE7 - IOwith the follming ma defined inpd: IA nph O6mte Exposroe C, Overall BIIaDins 85 ftx60ft,h=24ft, Not Fad Zone Tnss, Neitherendwebconsidered DOL=1.33, CC Zone\l kh 61 3) Minimanstorzgc attic ladngin acardncewith IBC Table IW7.1 has not b= applied �V7 Member Forces Summary Table indicates: MarbaTo, rnaxCSI,maxadalforce, (nn owvforceifxLffamtfi==adalfons) 4 TC 19-1 0.244 23Ibs 34 Q341-Z842ft 6.7 Q693 z1761ts (-1,997 Rs) 10-20 Q244 23 lbs g® lbs)(-),959 Its) •�A �ly�n��gOO�� 23 Q482 A173 I� S6 00.E 2ZM55Ibs i-1,99449 3i0 Q52�6 Z5528i� O00®� BC 10.11 Q861 Z281 lbs (4,999lb,) 13-21 Q060 0ths 17-18 Q538 Z112lbs (-I,872Ibs) 40®�oncr�c I1-13 Q90( Z205 ft (-ZOIO lbs) 14-16 Q470 Z7881ts (-Z695lbs) 22-18 Q080 0lhs ®,/� J C 13-14 0.896 1,9891b. (4,69811s) 16-17 0.482 1058Its (-Z948 Its) I8-1 0.512 1.846lbs (-1,657 Rs) Wrhs 2,18 087 -1,035 lbs 3-16 Q776 7211ts (-54711s) 5-14 0.593 1,39211s (4, 1761ts) 7-13 Q513-506Its 0� 2-17 0.791 Z971 lbs (-1,885 lbs) 4.16 OAM-1,1891ts 6-14 Q475 1,244lbs (4, 1901hs) 9-13 Q230 591 lbs (-5411 ' ° 0 Q?65 9551ts (-563lbs) 7-14 0.253 43911s (-2a511s) 9-11 Q125 308 Ides (-51 Yee a � p 317 Q361 945 lbs - (-646Ihs) 5-16 p o � ° � Notes: - `�\^�I`\V\V\\ 1)This dsigl is based on ASCE 7.10 as referenced by the 2010 Flori&Adldng Cod. \�J' inspection, Plate Place MahodpaTPI 1-2007/A32 shall be tsal Cq= 1.17. ° \v\� Q� e m 2) Whcn this hiss has been chosen for 4ality assurance the rent eb 3) WIding Desigaa shall veselfweiglrt ofthe tnss anddherdadladrateriAs danot ceceed TCDLOpsf ,►�( o° ,Q ((r �-°� ify 4) Provide a to drain to t do @C'E� 0 � Pn'm Pon g 5) ®Indiatcs confintns lateral restraint (CIR) r«µredat the location(s) shxnvn. Rows ofCLR rrlat he adeRstely diagonally bated see 0.WEBCLRBRACE Fa altematiws to CLRs anddiagxnal�dng se°mD-WF9RE��e � OO 6) Listed wind i0ift ractions lased on MWFRS Only lading eq 4 t_°O 'tJOT]CE•Acopyaflh'sdesigndolbe fumi4redlolhncrecthncanlm<lor. The desgnofnh'sndividuahrua'sbn�dondesptcriemandrequiememssuppkd6yt➢eTrust%nufactmerandreksuponlheacc°racyaodcompYtenessofthehf athn xlfonhbytheBuddhg1DX--' . Amalmlhsdmwbghkatesocceplameofpmfes imlcngimeri gm.gmmsb➢rywL•yf,rlheiu comromntdc*sh u.Thcsiab&y..d=oflbkcompo°eotforanyync°hrb Mbgdespm kthe resinndtByof Stephen W. Wafter Stnet Fnga 54395 it.Butl'vg0.syncr,perATSI/CPI I-2007Chaprer2'WARNO.YI•T -x .quiepmperh ndr g.emcinn,mgm'°tandbmeng.Ref tothehtevediunofBCSI(BwNhgC°mpo lSafety7nfmmathnphl%, o ccdby777andSBCA)forpmpa n4ahianmethodand inponam a ftynf—atnnrchthgtothe entie coamclimI—inthe ob°reeofspec➢ha°ahlhn aadtempomrymdmht/bmchgspecd'cathmbyolberslffi hsabthn(hchdhgndahihnloLmnces)andlempomry �90 N. Kin Hi FL Pierce F134951 ! • ..,Tnachgoftffi Imsxsit. lffi hattordance HhBCS1-Bl aadOCSI-02. Trumcsalarequte permanent oneranYbmengofchordandeenah°eb-1.cr(,,bere iMcmed).ThW—iigonyndcalestffi bcalhmforhtemlrecmnt.The method.2dn•tlmlLnwmembar mhWrxngduYbeasq=ifiedbythe BuSfngLksEmerperAMVrPII,C'lopler7;irg-ire lruapemurentbmcngdet,in,olsp=irdbyolkmlhbste➢beaccompkhedbysandmdnduaghlemlre4mntand diit;—lbra.bg &Wl baccmdaoc—ihBCSI-W"BCSI-B7asappb:abb.-D4M7ANr'Th'sdesiQaassmmslhe I=ismanufaclmed'naccordatt udhW'sdmwngmdthe gwfiycrierb specdednATLWM 1 C'hapter3. A]comieclarpht—h.1 be maoufacturedbySmpsonSlmng-TicCompany,ine nnccerdance w bESR-2762.Alconnectorphtesare 20gaMiniLatbe speeded phtedae'sfobuedbya"-IS'wbhhidlatesan 18 gage plate. ' Southern Truss Companies, Inc. Truss: A5 SOUTHERN 2590 N. kings Highway JobName: WS5512-GBR BALEXLN TRUSS Fort Pierce, F134951 Designer JAo Component SolutionsTM COMPANIES (800 ) () () Page232-0509 772 464-4160 772 318-0016 Fax Date: 4/9/2014 2:58:19 PM Truss : 1 of 1 Version:4352 fBufld 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 36-5-0 5 /12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 217 Is 37-11-0 1-6-0 1-9-0 4-9-0 4-9-0 1-0-0 6-2-8 1-5-0 7-5-15 8 8 1 1-9-0 6-6-0 11-3.8 2-7- 18-10-0 20-3-0 27-8-15 36-5.0 5-0-7 5-0-7 5x12 - 5F-12 6 3X4 \ 12 �5 5x5 - 6x8 - 5x5 \ 4 5 8 12 . 3x4 \ m to 5F__ 3x4 / 9 �^ 3 0 0 i { 3 2 / �1f� o d - 1 10 } 2x4 20 17 1615 1 1 ) 59/ 3x4 - 5�q / 13 12 11 s18 4x4 - giza - 4x4 - 2x4 \ 12 3x7 - 12 B1G 0-0-0 0-8-0 0-8-0 0-0-0 1-9-0 1-0- B-6-8 1-0-0 6-7-8 1-D- 8.11-13 7-2-3 1-9-0 -9- 11-3-8 12-7- 19-3-0 0-3- 29-2-13 36-5-0 Loading General CSI Summary Deflection L/ (loc) Allowed Lod (p;f) Blt Code: FBC 201V TC: a7l(9-10) Vat TL• Q56 in L/762 (17-18) L/240 TCLL: 20 TPI I-2007 BC: Q95(17-18) Vet LLI Q23 in L1999 (1415) L/'b0 TCDL: 0 Rep Mtrinaease: Yes Wcb: G78(2-18) H=TL' 0.21 in 10 9CLL: 0 D.O.L. : 125 % - Crap Facto, Ka=1.5 BCDL: 10 Plate 06sets Qn0Y,An& (1:3-11,4-Z9(1) (2:1-1,4L23.) (3:1-14,49,23.) (4:OQ3-9,Q) (5:1.1ZMA) (6:0Q5QQ) (71-1,4-4,23.) (8:0-15,2-5,23.) (9:04X3-13,23.) (10:4-3,3-15,11.) (11:OQ348,%) (120Q2.40.) (13:1-1,3-8,0.) (14AQ38,73J (15:0-RAO.) (16:OQ2QQ) 117.1-IZ3$Q) (18'0Q3$'h.) (19.1-1 AQ) Reaction Summary JT Type Brgcwbo Eg Wdth Material Roll BrgW dda Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Haiz 1 Pin (Wa11) 1 8 or Concrete Masonry 3.00 in 1,299 % - -I,wu fl s-1,080Its 179113 10H Roll (Tmss) 1 1.5 in - t00 in I,2821bs - -987 Rat-997lbs - Material Summary Bracing Summary TC SP (AISC&2013) SS 2x 4 TC Bracing Sheathed or Pmlins at MIA Prulin dmigrl by Others; BC SP (ALSC6.2013) 42 2x 4 BC Bracing Sheathed aPolins at }}Q Patin design by Others. Webs SP (ALSC6.2012)18 2 x 4 Slidr SP(ALSC&2013)1,2 2x 4 Loads Summary 1) This buss has been dsigned fa the effects tdr to 10 psf bottrm chord live lmd plw dead loads. 2) This b-s has been dsiped for the effects ofwind loads in accordance with ASCE/- 10 with the following user defined inpd: IA nlFh ultin rtq Exposure, C, Overall Blot Dim 85 ft x 60IL h = 24 ft, Not Ehd Zme Toss, Neitherondweb censidered DOL= 1.33 , CC Zane Widrh 61 3) Mnirnan steer. attic loadng in accordance with IBC Table 1607.1 has not been applied Member Forces Summary Table indcats: Merbe m,r,t CSL rrwc ardal to=(rmx mrrpc face ifdfr=t from nax axial face) V �� L( �gI�JE OA© BB ®®ciao �O®O�Rn�oO000°oo�� d0 r A,o AS E°°° o m© ffee,, a' y Lib e 11. Truss -to -truss Connections Summary m mho =moo m 'Carved Truss Carrying Teas Carrying Offset Angle Ti35 AS BIG 28-9-12 90 d� e O Notes: ° 1) This design is based on ASCE 7-10 as refaterood by the 22010 Florida Milling Code. �p � 6 2) When this brass has been chosen for quality assurance inspection, the Plate Plaarrart Method per TPI 1-200YA3.2 shall be teed Cq=1.17.�\a � O� 3) BtdldurgDsignershall verifyselfweight ofthe boss andotherdead load rmterials der not c=WTCDL Opsf ®o �L°0°° O 4) Tms4oMw tmnectim is fbrgcaphieal intepretafim mly A hangr orotherslnrctural connection shall be pnx4obd to mist the rnax reaction and gAift shoam in the Reaction Sur nmry ®�o °ice e e A�° b ®0� 5) Provide adDgnte drainage to protocol pmdng 6) ® Indents cmtimas lateral restraint (CLR) regdmd at the location(s) sham. Rows ofCLR oast be adequately dagnally traced sea D-Vi BCLRBRACE Faaltmatives to CLRs anddragonal tracing sea "9yfp"m`n&y 7) listed wind hplift reactions Lased m MWFRS Only loading Y CB Rdo�ICE-Non Thedr.�ooribi;iW&id.11 kbW.donde:*y .rierhandmquinmenl%&WL-dbytWT lMbnufact=randwksupnntheaccmcyandcompL•tecesolYhe nftvmahcn Stephen W. Warter rat fnthbytheBu3lhglk�ner. Asealtmth'sti—ng id'catesacceplaneeofpmfemwtalengir,:mgrc�ortLSrys�L•yf the truaco r—ta de* Swum. The sdabayandnc ofilti; -rent Wanypad'euhrbuMiogdesiEmsthe respond�ryof S�Engft�95 Ihe0u51hgIkstmer,perATb7f1171.2007 Clpter2'WARNM-Trusesrequh prop:rhanNng.emetbn.resminand b-ing. Berertothebles edihnofBCS1(Bd1ogCcrnwnent Snfetyld=atimphtyl"mcdbyTP7andsBCA) forproper N. Kin Hi FL Pisa F134951 n9athl'wmahodsand'mpMamafelyirformatcnmhlogtotheemiernn°nclonpraes lnihc alsaeofspec'dc osamlonavdlempemrymsmhV6mcogspecdeatimsbyothers.the osandbn(rcldngrt9aR+tbnlacances)andlempomry 1h• reSmhl/bmebgofthetr�ssbalheoaccor&=uihB(SI-BIandBCSI-B2.Tr sabomq,imperm insimht/bmchgofchordsardcedaiarebmemWn(ubemhd'nated).Thcdmuirgo*id'calesthe IcalbmralatemlregmhLThe metlwdofbdi,iJ.] .n mberresmoUbmcbgSa7beas,pecrdbythe BuWhgDesiz=TerANSUTPI1,Chapler7 ifgwfe u-p=arxnlbmcngdesgn'analWi[edbyo0-a,th'aSwAbeaccampEhedbySandud'nduap htemlrcamhtnnd dogomnlbmcogdetakimccordmceuihBCSI-B3 "BC31-B7aseappkabc.'B.ffORTANf'Th'sdes;enaaammsthet=bmanufactmdoacwrdance°ihnh'sdmuvgandhhegwtiycrierh spec'dcdnAT61?PI I Chapte3. AlctmceclmphlesSwl hemawfaemedbySmpswStmng-Ti: Ctrmpanytrc oaccoNaa<wihFst-276'-.Alemmecltuphlesare20gage,mksslhe specfcdphte me'sfokuedbya "-18"ahchodealesan IR gagephte. TC ffiI 1-2 23 0.244 n''.64 0.520 231ts -2,0721h; -0, I(t311s 34 45 Sb Q431 0.462 0.6l$ 2:611 Ih; 2,53111s 10t0 Rs (-2,5351W) (-2,35511s) (-275111s 67 7-9 9.10 0.571 Q674 0.707 Z2351ts 2,Q'+I Its -2,49616s (1,9751h;) (-1,95.'S lbs) , BC 1411 0.719 2,2181ts . (-2,Q)31ks) 1321 QOlb 01(s 17-IB Q952 -2,9051h; - 19-1 0.503 1,7631ts (•1,701 Ibs) 11-I3 0.895 2,1651ts (-2,07111s) 1415 0.535 1,6I61Fs (-1,44S IFs) IB-19 Q671 2,06211s (-I,90216s) 1314 Q79i 1,8491ts (-1,699Ihs) 1517 0.912 235111s (-22881Fs) T2-19 Q076 Olds Webs bl9 Q396 -1,12216s 417 Q376 -84511s 6-14 0.7Q5 7561ba (-7161ts) 9-II 0.127 3131bs 2-18 Q781 2,03511s (-1,7A lls) S17 0.2V 60311s (-36G Itsj 7-14 0.199 'AS lls (-2251h;) }18 Q419 1,098IIs (5971ts) S15 Q419 I,0971ts (4W2 Rs) 7-13 Q439 57911s (-0331ts) 317 Q418 8311ts (b4311s) 615 Q736 -1,4161bs 9-]3 Q?90 75916s (6071ts) Southern 'Truss Companies, Inc. Truss: A4 r ` " 50U 25.90 N. kings Highway JobNazw. WS-5512-C-BR BAL-EXLN TRUSS Fort Pierce, F1 34951 Designer JAo Component SolutionsTM 800 232-0509 772 464-4160 772 318-0016 Fax Date 4/9/2014 25820 PM Tlvss COMPANIES ( ) ( ) ( ) Page: 1 of I Version:4352 [Bulld 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 36-5-0 5 /12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 217 Is 37-11-0 1 6 0 1 9 0 54 11 6-1-13 1-4-0 4-2-8 11-5-0 I 7-5-15 I 8-0-1 Q-B-p I 1 9 01 7-1-11 13-3-8 114-7- 18-10-0 20-3-0 27-8-15 35 9-0 3 5 0 6-2-7 6-2-7 12 5x7 - 5F— 7 3x4 \ 8 12 5x6 - 6x6 ! --15 5 6 4x4 \ 12 9 51 4x4 / 3x4 \ en 5x4 ! 10 m 34 v� of n' 0 1Zg 3 2 2x4 - 1 ( 12 i 22 21 5td / 19 18 17 1 3x4 - 3x4 - 30 - 5�%! 15 14 13 5;�J8 8i0- 4x4- 2x4\ 12 12 B 1 G7 0-0-0 0-8-0 0-8-0 0-0-0 1-9-0 1-0- 7-6-0 4.4-8 4-7-8 1-0- 8.11-13 7-2-3 1-9.0 -9- 10-3-0 14-7-8 19-3-0 0-3- 29.2-13 36-5-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load . (rest) BIt Coda : FBC 2010' TC; 0.90 (6-7) Vert TL• 0.53 in L/ 803 (1415) L/ 240 TCLL: 20 TPI I-2007 13c: n90(13-15) Vat U. 022 in L/999 (1617) L/J60 TCDL: 0 Rep Mtrinmase: Yes Web: 0.85(7-16) Hoee TL 0.21 in 12 BCIL : 0 D.O.L. : 125 % Creep Factor; Ka- 1.5 BCDL: 10 Plate Offsar(1ntYY,Ang): (11144-2,90t) (21-1,4A23.) (3:2-1,4-Z23.) (4:a12,1.1423.) (5:0-1,:41Z0.) (6:OQ3$23.) (7:Og3-15,0.) (8:1-1,4A23.) (9:0-1Z1-14,23.) (I0,.0Q313,23.) (1243,3.15,11.) (13:W-8,68) (10A2Q0.) (15:1-1,AO.) (1(k0Q-1A73.) (17:1-IZ.V8,0.) (I8'041-1Z0.) (19'04341AR) (201.043-8,34) (21.1-1 :$0.) Reaction Summary JT Type Brg Crain Brg Rldth Material RgJBgWddr MaxlteaC Max Geavudift Max Winduplift In. ax Uplift Max Hatz I Pin(Wall) 1 8in Concrete Masonry 3.00m 1,345lbs --I,1I01bs L.1011s 1791b: 12H Roll(foss) 1 1.5 in - 3,00 in 1,301 Its - -1,009 Ibs -1,009 lbs Material Summary Bracing Summary Tc SP (ALSC6-2fl13) SS 2x 4 except: TC Bracing sheathed or Pmlins at 2-10Q Pmiin design by Others. 6-7 SP (ALSC6-2013) N2 2x 4 BC SP (ALSC6-2013)12 2x 4 BC Bracing Sheathed Pmlins at 3-1-Q IMin design by Others. Web; SP (AISC&2012) 93 2 x 4 Slider SP(AISC6-2013)@ 2x 4 Loads Summary 1) This toss has been designed far the effects cire to 10 psftxvlan thud live load plea dad Inds. 2) This toss has bern dsiped fm the effects of wind leads in accordance %'rith ASCE/ -10 with the following tsc defined inptd: 170 nTh dtimte, F�gmtae C, Overall Blt Dins 85 R x 60 ft, It = 241t Not Fnd Zare Teas, Neither endwds mnsidied DOL= 1.33, CC Zone Width 6 R. 3) MinirnonslaaX attic loading in accordance with IBC Table 16011 has not been applied Member Forces Summary Table indicts: Mantra, naxCS1, trexmdal face, (rmxtaupe fareifdBaeat Rom rrsaxaxial farce)�%l 0 00000°° 00 Q� E °Ov BOm 'gib-°° `�� Truss -to -truss Connections Summary m ID Caniodprss CarryingTrss Carryingret Angle err ° Q o C 7T34 A4 BIG 269.12 90 deg m ?dj a Notes: o () This design is biased on ASCE 7-10as ndomcedby the 2010 Florida EdldingCod: 2) Whm this toss has boar chosen fagalityasstsranceinspection, the Plate Placerent Method per TPl 1-2(107/At2sha11 be used Cq= 1.17. O®� ° L -1)@uldmgDesigrer shall verify selfweight ofthe hss andcther dead loadmatedals der net exceed TCDL0pt O® ®� °pppOt� %% 4) Tms4otnas cannaxim is fagmphieal intopmtatim mly A hang a other stnrclucel connection shall be provided to nsist the mtos reaction and tplift shown in the Reaction Smmary ®®® p S 1®� Y�'®� 5) Provide ahgate drainage to prevent pending k� ®® 6) ® Indicates omtintrow lateral restraint (CIR) re4rired at the location(s) shown. liovs ofCLR rust be adagntely d Wally traced see D-W1DCLRBRACE For alternatives to CLFS and dagxral bracing am D- r� �QS} 7) Listed wind uplift reactions wed on MWFRS Only loading 'NGrICE•Acopyofthsdesgo rhalbe fm.MMtothe e—lb.-etmelor.The desgaoflhilb6itualtnssWrdonde* uiemandrcquircenearssrypkdq•theTr°sMawGcturcrandrcisq*n theacctaacy-dcoTrL•tcrcssofthe nformatbv Stephen W. Waiter xt Fab bylheBWhgasi@rx.Ascalonth'sdmwbgbd'emtesaceepameofrvofc.z iengbeerngm4aisb9ymkbyfmtbe vuscompownt deslmshouv. The miabhyand°e°(thiscomponent frmryl°d'cubrhalbgdegm stM1e respnnsDSrynf StnrL Eng 054395 IheBuAlbgAsgner,perATSVTP11=007Chapter-.*WARNB40•Tm�smquicpmperhandhtg,emcl•°n.mamhtandbmchg.RcrerlothcbtesedibnofBCSI(BudfvgComponenl SaretyhrfommlcnphtypmducedbyTl7andSBCA)fmlmper N. Kin Hi FL Pierce Fl 34951 rsamlhnmethodsa�mpodant mfelyhformalbnnhthgtotheemieconaructbnpmces inibeabmmeofspecd i9amfonandtempomryrcvmbi/b.cbgq-iralbnsbyolbmstheuv.Wtbn(heWbgh9amlbnioia—es)andlempomry g; ! resmhtAvacsgofthe Irt�ssalhe haccordavicewihl3CSI-BI andBCSI-82 Trutxsamrequiepermaneof resmhtlbmc'vgofc6ordsaodcenab,rebmemberspvMrc hdeaied). Th'sdmnvganlyiuicalestbe Matmafmhlemlrc3mht.ihe methodofiWividwltmsmemberrcsmbWmcigshal easgmfedbythe Builiitelks'nmrpe Ah6RTA1,Chapter2;irg=iretrtsspamanenibmcbgde,tn'.nolgrecifadbyodwmthcdulbeaccompkrcdM saMardndtmn htemlre3mbtard I` d'ngomlbmci3gdetakhaeeordmweufhBCSI-B3mBCS1-B7asappfeabh.-AgMTANr•7L•adetnammestWt smamDctmd'naccordarwewihtb'sdmabgandthegmkycrierb VccifcdhAtSUTFIl Chapler3.Alcomectorphtesstul 1/Ij bemamCiclmedbySmpwnSt=C-TicC°mp ny,lac hacceud—n ,e ihESR-27G..AOcemeclmpblesam20gage.tmL-sthe speed dphte sac afohnedtya"-IB"u6hhidi:atesan 18 gage pbte. TC 22-1 0.244 7316s 3-5 0. 1-2 z-3 a371 a6o1 -Z 1561hs 4.z561hs SL 67 543 a515 a9oz Z73111s Z379I65 z68311s (-ZTa71Fs) (-Z2lJ Urea) t-za541ts) 7.8 &10 1a12 a531 a573 n603 Z7391ts ZOl01ts -z5541hs (-1,9971ts) (-I,96611s) ' 13C 12-13 0.744 Z291 Ibs (-Z0961ts) 1522 Qoao Oils 19-20 a865 Z81311s (-Z7971hs) 21-1 a571 1,84316; (-1,710I1s) 1}IS 15-16 n901 a793 �Z21211s 1,91311s (-2.I(IJ IIs) (-1,7711ts) IGIT 17-19 0.463 0.703 1,680IIs Z0901ts (-1,4861ts) (•1,9891ts) Za21 2421 0.541 a(BO ZI441hs OIFs (-1,9331ts) 00 Well 2-21 0.407 -1,1241hs S19 0.419 62711s (-5351hs) 7-Ib 0.850 -BR Ihs lal3 O.I27 3131hs (-231hs) 2-DJ 0.811 ZI25 Rs (-1,85016s) S17 0.167 2871ts (-2701ts) 8-16 n148 2431h; (-]671ts) }20 0.491 I,7501hs (-842IIs) 617 a538 I,IB Ihs (-90i lts) 8-15 0.381 52411s (-3751h;) J-19 0.264 69216; (-52211a) 7-17 n475 -I,I1511s IRIS a2G7 6981ts (-5601ts) o Southern Truss Companies, Inc. Truss: A3 2590 N. kings Highway JobName: WS-5512-C-BR BAL--EXLN -- " SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsTM TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax 14 25821 PM Truss Page: of 1te: I 1 off Version:4.352[Build 1 Span Pitch Qty OEL OHR CANTL CANTR PLYS Spacing WGT/PLY 36-5-0 5 /12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 2011bs 1 1-6-0 1 1 9 0 i 6 9--0 6-s-4 5.9-1 i 7-4-4 I 7A-4 Q-B-p 1-9-0 8-6-0 15-3-8 21-0-9 213-4-12 35 9 0 36,50 6-1 t-2-2-9--y 12 11 B1G 0.0-0 0-8-0 0-8-0 0-0-0 1-9-0 1-0- B-3-0 8-3-0 1-9-9 8-0.4 7-4-4 1,1 0 -s- 11-0-0 19-3-0 F-01 2B-0-12 36-5-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (1s0 BI'tCode: FBC 20HY TC: 0.69(2-3) Vat Tl.: 0.53 in L/SM (1617J L11240 WILL: 20 TPI 1-20D7 BC: Q98(16-17) Vet LL, 0.21 in L1999 (16.17) L/ 60 TCDL: 0 R pNft Inarrse: Yes Web: 0.80(5-16) Herz T'L• (122 in 10 BCLL: 0 1 13.0.1. : 125 % 1 CrapFactor, Kor= 1.5 Reaction Summary 3T Type Brgcmrb Big Wdh Material Rqd Brg Wdth Max Rena Max Grav Uplift Max\Mnd Uplift Maxuplift M. Haiz 1 Pin(\Vall) 1 8in Concrete Masatry 3.00 in 1,339 Its - -1, 119 its -1, I19lbs 15911s 10H Roll (rttas) 1 1.5 in - 3.00 in 1.298 lbs --1,0201ts-1,17201bs - Material Summary Bracing Summary TC SP (ALSC62013) SS 2x 4 TC Bracing Sheathed a Pulins at 2-10-Q Pudin desigt by Others. BC SP (ALSC62013) N2 2x 4 BC Badng sheathed Wets SP (AL3C62012) h3 2x 4 arcert: 3-17 SP(ALSC62013) 12 2x 4 Slim SP (ALSC62013) N2 2 x 4 Loads Summary 1) This truss has been c sigred for the effects dire to 10 psfbottan chord live Iced plus dad leads. C,Oveall Bld Dirtis85 2) This miss has been desigredfa the effects ofwind load in accordance with ASCE7- 10 with the followinguter defined inpt 170nipbtlfitmt(;Etgrosme It x 60 ft, It = 24 ft, Not End Zone Truss, Neither end web mnsidaed DOL= 1.33, CC Zane Width 6 R 3) Minimmt staralp attic loading in accordance with IBC Thbte 1607.1 has not b= applied �V7 IL Member Forces Summary Table indicates: Member ID, mix CSI, Tree axial face, (rune mr¢ fare ifdifferent firm rmz axial face) TC 19-1 1-2 Q244 0.442 23Ibs -z2Q4lbs 2-3 3-5 Q693 C612 A128Its Z684 Its (-z641 IIs) 5.6 68 0.590 Q582 z173 Its 20A lbs (-z017 Rs) (-Z00910 8-10 Q555-Z544Is BC 10.11 0.788 Z286 lbs (-2,1461hs) 13-21) Q211 0lts 17-18 0.62D Z164Its (4,932Its) 11-13 (18M Z25311s (-z I50I�) 14-16 0893 1,119lb, (-1,721 Its) 21-18 0080 0lbs 13-14 Q623 1,86911s (a.6861bs 1617 Q994 z63311s (-zs36lls) 18-1 0.569 49M Its (-1.7;61ts) \Vets 2-18 0403 -1,072lbs 3.16 Q260 68011s (-Sul lbs) 6-14 0.495 6521bs (-591 lb;) 8-11 0114 28111s (-71hs) 2-17 Q736 1,9261ts (-1,616lbs) 5.16 Q8o2 M6lls (-686 Rs) 6-13 a160 203 lbs (-1711ts) 3-17 Q79D 1,299ls (-9181ts) 5-14 Q160 300lbs (444 lbs) 8-13 Q746 656ls (-5501Is) Truss -to -truss Connections Summary ID Camexd Tniss Carrying Trss Canying Offset Angle TT33 A3 BIG 24-9-12 90 d-.g Notes: 1) This design is lased at ASCE 7-10 as refaetced by the 2010 Florida 13rilding Code. 2) Unlabeled plate; are Dr4 2Qp. 3) Whm this teas has beat chosen for t}aliry assurance inspection, the Plate Placerent Method WTP11.20DA3.2 sball be used Cq=1.17. 4) liulding Desiprer shall verify self wcigbt of the miss and other dad lead naterials do not exeead TCDL 0 psi 5)Trss-to-mss connection is for gaphical interpretation only A han97 or other smcbjW connection shall be pu ided to resist the crux reaction and tOift sham in the Rraalon S—rary 6) Provide ahgbte drainage to prevent pending 7) Listed wind t0ift reactions based on MWFRS Only loading •N(7fIC6•Acopyenhkdedptshalhe fumidsedlothe ercctbnconlmclm. 7hedesgnofthci.&ilualnoisbaxdemdesigncrierborndmquiemeotsvppkdbylheT=Manufactmerandmksuptmtbcaccmcyandcompkterescofthenformati+n Stephen W. Warter set fonhbylhe BuAdhglksQner.Axalonth'sdmwngidcatesacecptanccoflsofesaoalengireervgn:sconstdsyvL•H forthctru¢eomponegt despuhouu The vtiabSryaodmcnnhiccompnnent foranyNnkuhrlwli'ngdei,(m i;thcnsponsbByof Struct.Eng 9 505 the Bu61mshmer.perANSt?771.'_(g7Chapter2•WARNM(i•Truscsrequiepmperhandborcmctb%msmutandbmcug.RcfetothebtesediunofBCSI(BUbgComponent Safetylnfommtbnpkitr ducedbyTPIaMSBCA)fmpmper it°alttimmelhodsandinponantaretyhftnmalbnremhglothemtiecoimtbnpro mbibeabwweofspec''d'bimaIDtbnarsdtempomryre9mhtMaekgq-ifbatbnsbywhemtheiantlib.( kdnghoaklbnlokmaes)andiempomry 2590 N. King High. FL Pierce FI W951 .9.bt/bmekgofthetrusssst lbehaccord—.,,thBCSI-BlandBCSI-B3.Tm aWmquiepemamntmgmkt/bmckgofebordsandeedakuebmembem(wtemi)dfated).1Nsdmmhgonykd'catathebcatbmflmbtemlresmkLThe methodofiWn•au,Itrmsmemberresmht/6rac'vgsMlbeaspec'dedbytheBudlhgDet—p.ANWMI,Chapler2;irs-tetmmpermanentbmekgdes nbwtsp=irmdbyothmih'sdmlbeaccompldedbysandudnduaryhtemlm=idand rJ dhgomlbmchgdata3haccordance,vihBSI-B3mBCS1-B7asapplcabk.-MVMTANr•7bkdcsgoam csibe tr akmamfaetusednaccordmoudhih'sdm°vgaDdthegmbyeferkspecAcdhATSIMIChapter3.Alcomectorphiesshal lj _ .. _. ___________________,n_-...,._....,,.......:d.A..w,..:..�n.o.,..n,..,•_tA^.,i,:.l,:,rl:-wsrean tR o.,oenhte_ Southern TYuss Companies, Inc. Truss: A2 SOUTHERN 2590 N. kings Highway JobName-. WS-5512-C-BR BAL-EXIN TRUSS Fort Pierce, F134951 Designer JAo Component SolutionsTM COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 14 25821 PM Tmss Page: I oof ft 1 Version:4.352 rBuild 11 Span Pitch Qty oHL OHR CANT CANTR PLYS Spacing WGT/PLY 36-5-0 5 /12 1 1-6-0 0-0-0 0-0-0 0-0-0 I 24 in 218 lbs 37-11-0 1 1 6 01 1 9 0 1 7 94 i 7-94 l 1-s-0 1-2-8 7-9-0 { 7-9-0 Q-B-p 1-9-20 9-6.4 17-3-8 19-0-8 0 28 35 9 0 3 5 0 5x6 - 5x6 - 5 6 3A 1 7 12 12 15 5� 4x4 / 5x4 \ 5x4 / 4 8 3 3x4 \ 9 n d co � 0 °b SKI 3 2/ 1 � g o 2x4 t 11 21 18 17 16 1S 20 5i23 / 3x4 - 3x4 - 3x4 - 5�§Q/� 1�4_ 13 12 I 5x7jB ` X1U- 4x4- 2A% 12 12 B 1 G-1 0-0-0 0-8-0 0-8-0 0-0-0 1-9-0 1-0- &3-0 6-3-8 1-11-8 1-0- 8-9-0 7-5-0 1-9-0 -9- 11-0-0 17-3-8 19-3-0 0-3- 29-0-0 36.5.0 . Loading General CSI Summary Deflection L/ (loc) Allowed Imd (lso Bldg Code: FBC 2010' TC : 0.81 (2-3) Vert TL• 0.6.1 in L/ 6ffi (1&19) L/ 240 TCLL: 20 TPI 1-2007 BC: 0.91(1&19) Veit lL• Q25 in L/999 (18-19) L1360 TCDL: 0 Rep Mhrinaease: Yes Web: 0.97(6-I5) Haz T1.: 022 in I BCM: 0 D.O.1- : 125 % Creep Factor, Kcr= 1.5 BCDL: 10 Plate Offsets(1nt7YY,Ang): (1:3.11.4-Z90.) (2-1-1,44,23.) (3.,1-1Q47,21.) (4:012,1.14,23.) (5:41,3.IZO.) (6:0-1,3-IZn) (7:1-1,4423.) (8:0-15,2,5,23.) (9-.OQ113,23.) (11:43,3-15611J (120Q-'AX) (13:0Q2-Qa) (14:1-1,3-&Q) (15:0LQ3-8,73.) (1(,3$3-&0.) (17.*OAI-12,Q) (18'0Q3$Q) (190-03-&14) (XI-135,'t4) Reaction Summary 1T Type Hg Carbe Brg Wckh Material RWBrguhth Max React Max Grev Uplift M.VA. d Uplift Max Uplift Max Hariz I Pin (Wall) I gin Concrete Masonry 3.ODin 1,34411s-I,1101W-I,IIOIIs 177 lb: I I H Roll (foss) 1 1.5 in - 3.00 in 1,2971Is --1,009lts-1,009Ihs Material Summary Bracing Summary TC SP (ALSC6-2013) SS 2x 4 TC Bracing Sheathed or Pudins at 2-7-Q Pullin hsign by Others. BC SP (ALSC6-2013) N2 2x 4 BC Bracing Sbeathedor Palins at 3-0-0, Pullin design by Others. Wcbs SP(ALSC6-2012)B3 2x 4 Slids SP (AISC6-2013) (2 2x 4 Loads Summary 1) This tress has been designed fathe effects dx: to 10 psf hodm chord live lead plus dad load;. 2)This truss has been designedfathe effects ofwind leads in accordance with ASCE7- l0with the following user refined input 17OnQhtddmte,EVx=C,Ovaa11BI(bo Dins85 ft x 60 ft, It = 24 ft, Na Fnd Zme Teas, Neitheraid web c nsid-d. DOL= 1.33, CC Zone Width 6 R 3) Minimnh storage attic leading in accordance with RIC Table IfW.I has not been applied (�4 Member Forces Summary Tame indicates: MarEam,=C5l,naxa)Wface,(rnaxconpcfaceifdiffarntfianlmrapalface) ®9�® 187BQ BB �. AB Truss -to -truss Connections Summary v ID CartiedTnss CarryingTnas Carrying Offset Mgfe w TT31. A2 BIG 23412 90 rL•g © a u LU a c ° Notes: G o° ..f� o o 1)This sign is based err ASCE 7.10 as referenoed by the 2010 Florida Building Corr. o ° B�\ 'T 2)Rfien this truss has been chosen for quality assurance inspection, the Plate Placerent Method pmTPI 1-200J)A3.2 shall be used Cq=L17. B cA � �o 3) B ilding Designer shall va* sdfwcigrt of the tr ss and otba urad loadrretaials do nut oacmtTCDL O pst plea '0 vo 7 ° p 4)Tress-tanssemnecimisfagaphiolintoprdatimmly A hangcaothastrctral connection shall be puvidnd to resist the rrerz reaction anduglift shown in the Reaction Surnmy ® ° � 0° OO 5)Pro+ier adegete drainage to prevent pending ® °OO o®®® 6) 23 Indicates continuos lateral restraint (CLR) regdred at the lootim(s) shoavn. Revs of CL.R east be adalately diagnally hard sec: D-WEBCLRBRACE Fa alternates to Cults and diagonal tradn �FlIRQR 7) listed wind uplift reactions based m MWFRS Only leading - -NMI CE-Aeopyofthsde.;nshalbefmnibedtotheerecti—ontmctmIle descmofth'sadnilwltrussba:dondesgncriersandmquiomms&WL-dbylheT=hbmfact=nndre&supontheaccumcyand—Pbtenesoft6enformati+n Stephen W.Wartef ztf nhbytMBwYbgCesgmer.As:alonth'sdrawugsdbatesaceeptanceofpmfecnrulengsecrhgra7onsbSryskyforthetruscomponem desQm9ioun The miab3lyand ¢oflbscnmpnnenl fnranylnncuhrbu0lhgdegm'sthercsponsbdryof Sturt IW BuhfegLb9gner perAMTTM I-'S007 Chapter2.-WARNAG•T—u .quicpmperhandfng,cmctbmmgmnl andbncag. Rekrtolbe hlea cdiboofl)CSI(BuBfngComlwnl Safety WormatimPhlyprtducedbylPlandSBCA) fmpmper I'ahtbomelhodsaM inponanuafetyidomalbrmblaglotheenliecon9netbnpmces lolheabraceofspecBr u9amtbnandtempomryrc9mbUbracngslxcdrat'onsbyolherslheimamtba(andngn9aGlantokmnees)andtempomry �9D N•Kings High. FL Pierce F134931 rc9mut/bmcngofthel—c ,imBMi. c., d .cc ,ilhBCSI-BlandBCSI-B2.Tr sec:sa)umquiepermaventmsmhtlbmcbgofchordaandeenauuebm bees(u6erendeated).Thsdmaugnnyi,fcatesthebc.lb-forbtemlm9mut.Tux metlrodofbdadualtnasmemberre9mnVbmcbg 9mlbea g-ir dbyulkBudinglks@nerpaANSOrA 1.Chapter2; fq-. c tnespermamnlbrecbgdesgnsmtspecded byothea,tl,sshalbeoc<omp�edbysondardidu9n htemlre5ranlard agonalleacbgdetag,haccordance AhBCSI-B3 oTECSI-B7 asapp&abh.'BAORTAWr-Thsde.�nasvmtestheInwsmanufactmed h accordance uihthsd—bgaudthe quahycrterh spec&dinAlSUM I O pler3. Alcomectorpht.lftl bemmufacttoedbf:Crop—Strong-Te Company.l°c uacmrdanceuihESR-2762:Alcomectmpbtesare 20 gage,unb:sthe specired plate size sfoll=dbya" lr,,hi:bir& tesan 18 gage phte. TC O 21-1 1-2 Q244 a471 231hs -221311s 2-J 3-5 n807 0.708 -47821tc •26851ts 5.6 6-7 a593 a575 1,971Its 217316s (-I,A31hs) (-1,99611s) 7-9 9-Il a559 n596 -1,9591h; -25421Fs BC 11-12 n765 2,2ffi l� (-2,0241hs) 1422 QfOO 011s 1&l9 0.9I0 � 2,553Ih; (-2,2SJ Ids) 2Ol 0.5g7 1,9A lls (-1,70811s) 12-14 Q8ffi 2,229Ibs (-2,0201�) IS16 Q4ffi 1,66711s (-1,33411s) 19-20 n580 2,2311hs (-1,93611a) 1415 n747 1,87116s (-I,61516s) 16-18 QT74 1,70111s (•1,41311s) 2121 QWO 011s wets z-zo n435 -I.zaO lhs 3-Is a7b5 69J Its (-50211s> 6-I6 a34G -JJJ Its 7-la aJ35 4361ts (-i70lls) 2-19 n782 2,01811s (-1,55711s) SIS 0.465 9741ts (-8911ta) 615 a968 -9901(s 9-]4 a270 7071h; (-SA IFs) 119 Q577 1,5111bs (-1,68711s) Sl6 Q183 30D IFs (-1ffi Ids) 7-IS a144 2661ts (•]molts) 9-12 al3 3Qt lYs (191ts Southern Truss Companies, Inc. Truss: Al _ 2590 N. kingsHighway . _ JobName: WS-5512-C-BR BAL EXIN r SOUTHERN Designer JAO Component SolutionsTM TRUSS Fort Pierce, F134951 Date. 4/9/2014 25822 PM Truss COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Page: 1 of 1 Version:4.352 P3ufld 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 36-5-0 5 /12 2 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 178 lbs 37-11-0 1-6-0 6-2-2 - i 5-1 -3 + 6-0-11 I 6-i 5111--10 I 3-60170-2-0 622 18 Q-B-p 5x5 - 5 12 12 6[_ 3x4 / 5x41 �5 4 6 3x4% 4x41 7 3 2x41 3 2x4 / rm 2 6 m 0 2x4 - � $1 9�10 i ,6 r 15 14 13 12 11 I 3x4 - 3x4 - 30 - 4x4 - 3x4 - BEG 0-0-0 0-0-0 9-1-0 9-1-0 9-0-14 9-2-2 9-1-0 18-2-0 27-2-14 36-5-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psf) Bldl;Code: FBC 2010' TC: 0.89(8-10) Vat TL 0.48 in L/897 (1344) L/240 TCLL: 20 TPI I-2007 DC: 0.93 (11-13) Vet LL• Q 19 in L / 999 12 L/ 360 TCDL: 0 Rep Mb'Increase: Yes Web: 0.79(G13) Hoz TL 0.13 in 10 BCLL: 0 D.O.L : 125 % Crecp Faaor, Kr= 1.5 BCDL: 10 Plate Offsets(Jnt:x,Y,Ang). (1:}11,4-2,BJ (20Q}13�11, 13:0.12, 1-1421.) (4AQ}17�2d) (5.%3-11,Q) (%Ms.7-5,21) (7:0.11,1-IQn) (B:OQ313,42) (1Q43,}ISII.) (I3:00.343.0.1 (12042 (1) (13:011.34i,Q) (14:00, I-12Q) (15:043$Q) Reaction Summary JT Type Brg Corrho BrgWdh Material Rqd Brg Ndth Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz I Pin(Wall) 1 8in concrete Masonry 100 in 1,776lbs --1,(f7311s-1,073lbs 184 lbs 10 H Rini (rnas) 1 L5 in - 3.00 in 1,273 lbs --9931ts .993lbs - Material Summary Bracing Summary TC SP (ALSC6-2013) SS 2x 4 accept: TC Bracing Sheathed or Pmlins at }lll Pudin design by Others. 7-10 SP (ALSC6-2013) Nt 2 x 4 BC SP (ALS06.20I3) r2 2x 4 BC Bracing SheathedorPmlins at }91l Pudin dsign by Others. Web; SP (ALSC6-2012)113 2x 4 Slids SP(AISC6-2013)Q 2x 4 Loads Summary 1) This tnss has hurl dsigned fbrthe effects do to 10 psf bottan chord live load plus dyed loads. 2)This bms has born designed fr the effects ofwind loads in accordance with ASCE7- 10 with the following user defined inpd: 170mphultimte,Eaq= eC,Overall BIt Dirrs85 ft x FAR, h = 24 A Not Fnd Zone Tnns, Neither and web cansidsed DOL= 1.33, CC Zone Width 61 3) Mmimmstorage attic loading in accordance with BBC Table IW7.1 has not been applied Member Forces Summary Table indam: Manber ID, nac CSI, rrmn axial face, (rtnx cmTx fora ifd0eant firm rrox axial face) Tc 16.1 0.244 23 Rs 24 0.481-2,332lbs -1-6 0.443 1,725Ib; (-1,701 Its) 9.10 Q897-Z472lbs iJJ lr \1F,1, 1-2 04M -2 W lbs 4-5 0447 -1,701 Its 6.8 0.799-2.3501ts ®9o�r�®p 2-151 0863 . 2,029 lle ( (4651(s) 4-133 OQ.930 I.670Ibs (-565 Its) 6.135 0.778866 1.6696 fib; ( 07575 Its) 8-11 Q0.115.3 z401 lts ((-I87Ihs) p00®sQ�� °bg��gjef% 4.15 Q183 40111s (-224 Its) 5.13 0.396 1,037 Rs (-BR lbs) bll Q257 4191bs (-3151bs) 00�00� o 5 ° o / OBBp S ° ° d Truss -to -truss Connections Summary ID Caned Tnss CanyingTnas Canying0&et Angle p� Trio AI BIG 19S-12 90 deg G�:J� ° �y TT30 At BIG 209-12 90 deg; ®� ° =7 Notes: °LU� 1) This dsigt is based on ASCE 7-10 as nefiamad bathe 2010 Florida lirildmg Cade m l \ " � m 2) Man this hms has been chosen for gxlity assurance inspecdon, the Plate Placancat Method perTPl 1-20077A3.2 shall be used, Cq= 1. 17. e V ! o 3) Btdidng Designer shall veify selfweight ofthe moss and other dead load rrataials do not exceed TCDL O)s£ 4) Tms4o#ms annedim is forgaphical intepetatim mly A hangrr otherstmchnal connection shall be provided to resist the nnx reaction andt0ift sham in the Reaction Stnmeny © 5) ® Indicates continuos lateral restraint (CLR) recoaedat the loratim(s) shown. Rays of CLRmst be adxtmteiy diagmallybaccd, see DNAWLRBRACE Fraltanativa to CL.Rs and,5agnal *ng��88lla-Wf rEJE Dd cF �� 6) Listedwindtoift ructions lased an MWFRS Only Imcing ® ,p o o O f�D L g®®®BB4 88 S fl®,®®®00 •1401710E•Acopyoflhbdes0n 9nite fnmtlhedtothe mclbncontmcla. nedt.ponlfsbdnilmhm isbawdemdc*crierB andmquhmntsnWL-dbytheT=I&nul5chmrandmksupmthe cemacyandcmnpLlaresofthc brmmamn StephenW Warter set robbythe BuldhgAsgaaer.A=Ionthcdmwugii&atmaecelfixcofpmfes,i—lengheaitgrespomdtSy.L•lyfortbe1—comMm ldesgnshmu Theai2bdlyand=onhiscompm nt foragpt i:uttrhdfugdesm'sthemefp sbdtyor the BmlfbSI)cigner,perAr45UfP11-2007 Chapt.r2 KVAgPm.*T--smquiepmperhandl°gemcti)mmsinntaMbmeug.Rercriothehle4ediunofBCSI()3uMhgCompowni Saktyln16rmatmybtlypeoducodby7PlandSBCA)forpmm Sftc£Eng 954395 b.9amtbnmethodandinponantmfelybfonnatbnmbik.gtolbeenticconsmetbnpmces lnlheabznceof.4eideb.9aLtbnandtemmmrymambl/bmcbggecdeatiDmbymMsAtbei9ahnbn(ucbd'ngn9aQnbatoL•mnees)andlempemry 2SON.}:ing; High. FL Plane Fl 34951 rambt/trae'ngoflhelru�sslulixbaccoNaoceuihB(SI-BI aodBCSI-B2.Tnu abarcquicpermanem ramUrmcingofchordandcemahucbmembem(wtreb&ated).Tb-sdmwbgonybdiatestbeiw.ti—forhlemlmambl.TM mctlgdofbdn•dmltruamemberrearabV6mcitigaaAbensspeededbythe BullhgAst=rperAT=, I.Chapta2; ir*eire l permmenlbmebgdctnbnotq=fedlwothersthsamlbeaccomp6hedbyaadardiduCghtemlrcarabtmd dngomlbmchgdctalsbacwrdnceuihBCSI-B3o BCSI-B7asappleabL.-DOMTANr•Th-sdesgnas esthelrushmanuractmednaccordncewibilibdmuvgandtheq flycrferb Tpeirdk. AbSUfP1IChapter3.Nconnectorpblesslmb 1 bemanuGcturedhySmpmnStmvg-TeCompsmy,Inebaccardaae u9hEStt-2762.Nco®ectmphlesare20gage,unLsstbe spe<frdphle me'sfoantedbya 16"whEhud'ealesan l8 gagephle. Southern Truss Companies, Inc. Truss: HHV14 2590 N. kings Highway JobNarw. WS-5512-C-BR--EXJN SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsTM TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 4/9/2014 25823 PM Pages 1 of Truss Version:4352 p3uild 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 13-11-6 5/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24in 55Is 13-11-6 11-6-14 11-6-14 13-11-6 4x6/ 3x61 2x41 3 4 5 12 5[- 3x5 j 2 N O C O 0 3x4 - Li 1 1 3x5 1 3x5 I 2x4 0-0-0 0-0-0 13-11-6 13-11-6 Loading General CSI Summary Deflection L/ (loc) Allowed Load ({s0 Bltco&; FBC 2019 TC: 0.95(2-3) Vat TL• 1105in L/999 (1-1) L/240 TCLL: 20 TPI 1-2W7 13C: 0.77(8-1) Vat LL• 1101 in UP L/999 (]-I) L/3(A TCDL: 0 Rep Mbrtnanse: Vs Web: 0.33(2-8) H=TL: Oin 6 BCLL: 0 D.O.L: 125% Creep Factcr,$a=1.5 BCDL: IO Plate Ofsets Ont:x,YAng} (1•I 1<i3;0.) (3:045E.23.) (5.1-1234L9(1) (6:1-12359(1) Reaction Summary 3T Type Brg carbo Brg%M kh Material Max React Ave React Max Gmv Uplift Max Wmd Uplift Max Uplift 11s Max Hain 576 lbs 1 Continues 1 . 167.406 in Concrete Masonry 383 Its 72plf -5711s-3-771hs Material Summary Bracing Summary TC SP (A.SC6.2013) Rt 2x 4 TC Bracing Sheathed orPmlins at &3-Q Min design by Others. BC SP (ALS06.2012) h3 2 x 4 BC Bracing Sheathed a Pmiins at 6-3-Q Patin design by (Rhea. Webs SP (AIS06-2012)113 2 x 4 Loads Summary I) This truss has been desigled for the effects ofwind load: in accacbnce with ASCE7 - 10 with the fdlavinguser defined inpd: l70 nph tdtinnle, FVm= C, OvcrAl Bldg Dim 85 ft x 60 ft, h - 24 ft, Fund ZmeTms, Neithaendwebconsid:mi DOL= 1.33, CC Zane Width 61L Member Forces Summary Table indioales:MarbarlD,rrnxCS1,maxadalforce, (Invoten>afaetifdff=tfrom =adalf=) TC 1-2 0.803 -51J lis 2.3 0.851-1791ts J l Q788 fills 45 0.789 4lbs 13C 6-7 0436 ills 1.1-1 7-8 0.533 4lbs (-1 lbs) B•] 07R 1161is (421ts) Wets 2-8 0.3.1-7 870lbs (256 lbs) 47 0.320 Est lbs (20611s) 5S (1086-1451(s Notes: 1) This dsigi is lased on ASCE 7.10 as referenced by the 2010 Florida Building Cash Gable baton chord beating AB 2) ra}nires continuos 3) Gable webs placed at 72" ae, U.N.O. 4) Attach gible webs with 3x5 20ga plats, U.N.O. I-2007/A3.2 be Cq= 1.17. 5) When this toss has been chosen fa gality, assurance inspection, the Plate Plaoanant Method perTP1 shall toed ,n Building DesiP/ashall verify sdfwcgnt ofthe buss and other dead load nnlaials do not cwwd TCDL O pf °�SE on.B �On 7) Pooidle, adapate daina¢ to pevent ponding 8) Listed wind uplift reactions based on MWFRS Only loading O��,I.ea m© o�°pj `°OeO° oyt !J �N e eo o ® ,LU c }1 o° V -N(TfICE•Acopyallh'sde.siLmAmUlnflunMedtothe ercelbawalmctm.Thedesprofthhhdiilualt=i¢ basedoa&siperierbandregd—ntswppkdbytheTruahla-facl—andreiiesupontheaecnaacyardcomplte -,.' eufmmatim Stephen W Warter ct fonhbytheBmll- 13--�cr. Asalonilddmrviig�atesaccepanceofpmfessooalengircerugrc dayshyforthe trusseompooent desgosho— The&Aab5yand=oftb'sc°mponenl t anypancobrlwtfngde gee'stheres7x+asbdtyM Sbuct Eng a 54395 th<BuS1ug0.s>¢ner,perAA6llfPl l-^aso7CTupter?•WARNM-Tr swquiepmperhandfi3gerect60.mgmbtandbmebg.Referiothchte9edibnofB(SI(BoOlbgCompocent&fetylnf—alonpblypoducedy?PlaodSBCA)fmryoper N. Kin Hi FL Piste FI W951 imalbibnmethodsand-mponant lntheabwmeofq-ir. rt9a6nbna.dtermpomryre9mnl/6mevggecAhatiwbyolMrs,then9a6nbn(nclduga4artnbnlohmwcs)andtemporary 8s mfNybfonnathnmbingtotheenlieeongmtimperess. .S.ht/bm,hgofibei—sstulbeiraceordanceoihBCSI-BImdBCSI-B2.Trutscsatnmquiep<rmanemresmnt/bmebgofchordsandcenahw bmemNm(uberebdeoted).ThisdmwngoWyid'calesthebcaliDwfmbtemlmstaht.The B�sshr�memb.r .bgbmcngstalbeasspairedbythe BudibgD:sgserMANSUTA I,Clsapter2;1'spec'fe trnspumanenl braehgdestnhsmtTmifedlp•olFer;lhsd�ahbeaccompEAcdbysandasd:du4q�hteralresrantard rued.dofid'n d'ngaal6mebgdetai;baccomarcewihBGSI-B3mBCSI-B7asagpfcabr •B4POR7ANr-Thadesgyamwathelms'sm=factmedbaecord=.,Abth-sdmwhgandthequahycrierbg.cEhdnMSUfPIICbapler3.Anco=ctmphtessbal (YV. bem ufacturedbySinp=Stsong.TbComp ny,lnenacwrdanceuih ESR-'-76'.Alco—clt phtesare20gage,wl:sthegecifrdpbtes¢e'sfoloucdbya"-Irubbhnd'emesan ISgagephte. Southern Truss Companies, Inc. Truss: HHV12 2590 N. kings Highway JobName: WS-5512-C-BR BALrEXIN SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsTM TRUSS COMPANIES (800 � () (� 232-0509 772 464-4160 772 318-0016 Pax Date: Page: off 14 25824 PM I of 1 Truss Version:4352 [Build 11 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 11-11-6 5 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 44Is 11-11-6 11-6-14 - 11-6-14 11-11-6 3x 0-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psf) Bldg Cod:: F13C 2010' TC: Q88(1-2) Vat TL• QO7 in L/999 (1-1) L/240 TOLL: 20 7P1 1.21107 DC: Q69 (6-1) Vat LL• 0.02 in UP L/ 999 (1-1) L/ 360 TCDL: 0 Rep Mlxlnaease: Yes Web: Q62(4-5) Herz TL Oin 5 BCLL: 0 D.O.L : 125 % Crap Factq Ka- 1.5 BCDL: 10 Plate Offsets GntxYAngl: (1:1-1L3-4,Q) (3:05,3$Q) (4:43,18Q) Reaction Summary lT Type LLg Conbo Brg Wldh Material Max limct Ave React Max Gray Uplift Max Wind Uplift Max Uplift Max Haiz 1 Continuos I 143.405m Conacte Masoary 4WIbs 61 plf --3311ts-3311h; 602lbs Material Summary Bracing Summary TC SP (ALSC6-2017) q3 2x 4 except: TC Bracing Sheathed a Poplin at 6-24 Pudin design by Others. 1-3 SP (ALSC&2013) /2 2 x 4 Be SP (ALSC6-2013) I2 2x 4 BC Bracing Sheathed aPalins at 634 Perlin design by Others. Wells SP (ALSC6-2012) 03 2x 4 except 4-5 SP (AISC6-2013)12 2 x 4 _ Loads Summary 1) This toss has been designed fm the eBats ofwind Inds in accordance with ASCE/- 10 with the followingtsa defined input 17OrOultimate,EVowe C,Overall Bl&.Dins85 1t x 6011, h = 24 ft, Fnd Zme Tms, Ndtha rndweb crosidued DOL= 1.33, CC Zme Widh 6 fL Member Forces Summary Table indoates:Menbam,nexCSI, max axialfacq(mixcagzfaceifdBered6anmaxaAalfaa) TC I1-2 0.882 -45311s 12-3 Q792 .97lbs 13-4 an 44 lbs (-91ts)I Notes: 1) This design is based on ASCE 7-10 as referenced by the 2010 Florida Rdlding Cod- 2) Gable r*res continuos bcltan chord bearing 3) Gable webs placed at 60" aa, U.N.O. 4) Attach gable wets with and 20ga plates, U.N.O. 5) Wbrn this toss has barn chosen fa gnalityassrrance inspection, the Plate Placrnrnt Method perTPI 1-2007/A3.2 shall be used Cq=1.17.. 6)13dlding Desipar shall verify self weight of the toss and other dad lead tretaials der not mccadTCDL 0 ps0 7) Pmvidc ad_4ate dain4p to prevent pending 8) listed wind tplift reactions based on MWFRS Only loading 3x6 - 3 4 0-0-0 Stephen W. Warter ShucL Fng#54395 Z90 N. King, HiEtn. Ft Pierce Fl -14951 11 _ Southern Truss Companies, Inc. Truss: MV10 2590 N. kings Highway JobName: WS-5512-C-BR BAL-EXLN SOUTHERN Fort Pierce, F134951 Designer. JAO Corl;Jon TRUSS COMPANIES 800 232-0509 772 464-4160 772 318-0016 Fax ( ) ( ) ( ) Date: Page: 4/9/2014 2:5824 PM 1 of 1 Tr ss]utionsTM Truss Version:4.352 rBufld 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 9-11-6 5 /12 1 0-M 0-0-0 0-0-0 0-0-0 1 24 in 361bs 2x 0-0.0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (PA B1rg Code: F13C 2010' TC: 0.68 (1-2) Vat TU 0.05 in L/ 999 L/999 (1-1) L/ 240 L/360 TCLL: 20 TPI I-2007 BC: 0.90(5-1) Vat IZ 0.01 in UP (1-1) TCDL: 0 Rcp Mbrinaease: Yes Web: Q60(34) Herr TU Oin 4 BCIL: 0 D.O.L : 125 % Creep Factor, Ka= 1.5 BCDL: 10 Plate OBsets(Jnt:X.Y.AnR)e (1:1-M3423.) (3:1-IZ4-&9(L) (4'1-IZ38.9Q) Reaction Summary 1T Type Big Ctxrbo Btg%th Material Max React Ave React Max Grav Uplift Max Wind Uplift Max Uplift Man Hod. _ 1 Ccntinuos 1 119.4Min Cmaete Masonry 3a Its 63 plf --27511s 275lbs 561 lbs Material Summary Bracing Summary TC SP (AISC&20I3)12 2x 4 TC Baring Sheathed or Ptalins at 63-R Pmlin design by Others. BC SP (AISC6-2712) 93 2x 4 BC Bracing Sheathedtr Pudins at 6-3Q Paulin design by0thers. Wets SP(A1SC6-2012)0 2x 4 Loads Summary I) This tass has been rgigrred for the effects ofwind leads in accordance with ASCE7 - l0with the following user defined inpa: 170 no ultim1r Evrstae C, Overall Bl(bDins 85 ft x 60 ft. h = 24 ft, End Zone Tnss, Neither end web considered MJL= 1.33, CC Zme WSdth 6 ft. Member forces Summary Table indimts: Merber to, rrrxc CR rraz aAalfao4(tntxear¢ fora ifdiffe¢nt from nex a>oal face) TC 11-2 0.695 429lbs 12-3 (1610-1011ts I I 11 V V �990 use 90 ®®WAR ��©° 10 owe" =moo lt%o may, a m o � o m mho To do Notes: 1) This desi@t is bassi an ASCE 7-10 as referenced by the 2010 Florida Hril(fing Code 2)Gable reams cuatin=s botttm chordbearing . 3) Gable webs placed at 48" ac., U.N.O. . 4) Attach gable webs with 2c4 2091 plats, U.N.O. 5)Men this mess has been chosen fa (plity assurance inspection, the Plate Placarent Method perTPI 1-2002JA3.2 shall be used Cq=1.17. 6) Widmg Designer shall verify selfweight of the mess and other dad load natedals da not a ecd TCDL O psf 7) Listed wind tplift reactions based an MWFRS Only loading . 2x4 1 3 0-0-0 Stephen W. Warter Stnrt Eng ff 54395 2590 N. King High. Ft Pierce F) 34951 q0 _ Southern Truss Companies, Inc. Truss: MV8 ~" 2590 N. kings Highway JobName: WS-5512-C-BR BAL EXLN SOUTHERN TRUSS Fort Pierce, F134951 Designer. JAO Component SolutionsT"a COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 14 25825 PM Truss Page: I off of 1 Version:4352 [Build 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spatting WGT/PLY 7-11-6 5 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 28 ibs 7-11-6 7-11-6 [✓ 2x4 i 3 0-0-0 0-0-0 1.6 Loading General CSI Summary Deflection L/ (loc) Allowed Load (1st) BIt code : F13C 20ItY TC: 0.78 (1-2) Vert M 0.01 in L / 999 (4-5) L / 240 TCLL: 20 TPI 1.20O7 BC: 025(5-1) Vat 1L' Oin 1./999 (1-1) L/360 TCDL: 0 Rep Mbrinerrase: Yes Web: Q97(3A Hure TL- Oin 4 BCLL: 0 D.O.L: 125% Creep Factor Ka=1.5 ' 13CDL: 10 Plate OBsets(1nt:XY,Angb (1:141434230 (3:1-IZ441,90.) (4;1-I23$90L) Reaction Summary JT Type Bug Casbe 13r W(kh Material Max React Ave React Max Gray Uplift Max Wind Uplift Max Uplift Mm Hartz _ 1 Continuos 1 95.405 in Concrete Masonry 238lb. 63 pit --19811s-199lbs 502 Its Material Summary TC SP (ALSC6-20)2) 63 2x 4 BC SP (AISC6-2012) IS 2x 4 Webs SP (ALSC62012) 03 2 x 4 Bracing Summary TC Bracing SheathedorPurlins at 6-34X Pwiin design by0thas. BC Bracing Sheathed a Purlins at 6-31t Ptalin desigt by Others. Loads Summary !)This toss has been dsighd for the effects ofwind loads in accordance withASCE7. 10 with the followingrser&fined inpx: 170nThtJfi ate,lDV uue C,Overall Blt Dins8.5 ft x 60 ft, h = 24 fL End Zone Teas, Neither end web considered DOL= 133, CC Tone Width 6 R Member Forces Summary Table indicates: Mehber 11), nnx CSI, max a dal face, (man conµ' face ifd& mt firm onxa dal face) TC 1-2 a78224 _'W Ibs 2-3 0.776 -9711s BC 45 a-50 its Sl 0.252 1311ts 00Ihs) Weis 2-5 a294 743 is (-157lbs) 34 0.869 371 Its (-79 Its) Notes: 1) This dsign is based on ASCE 7.10 as referenaHt by the 2010 Florida l3rilding Cab 2) Gable r*res continuos bottom chord homing 3) Gable webs placed at 49" ere, U.N.O. 4) Attach gable webs with 20 20ga plats, U.N.O. 5) When this toss has been chosen for 4nliry assurance inspection, the Plate Placeraht Method MTP11-2007Jalt2 shall be heed Cq=1.17. 6) Btrilding Designcshall verify selfwdght of the toss and other dead load materials do net exceed TCDL 0 ps( 7) Listed wind uplift reactions based m MWFRS Only loading U 1 o®e o©®®® quo" mWa =lea ® OF a e4�mD Stephen W. Warter StmcL Eng N 54395 2590 N. Kings High. FL Pierce FI34951 Gu I Component SolutionsTm Truss Version:4.352 rBu13d II Span Pitch 5-11-6 5 /12 Southern Truss Companies, Inc. SOUTHERN 2590 N. kings Highway TRUSS Fort Pierce, Fl 34951 COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Qty OHL OHR CANTL CANTR 1 0-0-0 0-0-0 0-0-0 0-0-0 5-11-6 55-11-6-6 Truss: MV6 JobName: WS-5512-C-BR BAIrEXLN Designer: JAO Date: 4/9/2014 2:5826 PM Page: I of 1 PLYS Spatting WGT/PLY 1 24 in 20 lbs 3x6 i 2 2x 0-0-0 0-0-0 5.11.6 Loading General CSI Summary Deflection L/ (loc) Allowed Load (tat) Bldg Cod:: FBC 20101 TC: Q&5 (t-2) Vat TL• 0.05 in L 1999 0.01 in UP L/999 0-4 (I-1) L 1240 L/360 TCLL: 20 TPI I-2007 BC: 084(3-1) Vat LL• 3 TCDL: 0 Rep Mlalnmase: Yes Web: (L50(2-3) Herz TL• Oin BCLL: 0 D.O.L. : 125 % Clap Factor, Kc= 1.5 BCDL: to vi—�. (1—YVA—)- (1-1413-4.23.) (234Z"90.) (3:1-1Z3$90L) _ Reaction Summary JT Type Brg C rrbo Bm Wdth Mateial Max Rena Ave React Max Gray Uplift Max Wind Uplift M- Uplift Max Hain. 1 Continuous I 71.405in Concede Masonry 2131. 61 plf - -128 Rs 128Ihs 4371hs Material Summary Bracing Summary TC SP (ALSC6-2013)12 2 x 4 TC Bracing Sheathed or Perlin at 6- 4 Pmlin dsign by Others. DC SP (ALSC6-2012) 43 2 x 4 BC Blaring sheathed a Pmlins at 63Q Malin design by Others. Wels SP (ALSC6-2013) SS 2 x 4 Loads Summary 1)This ones has been designed for the efface ofwind loads in arwdarnce withASCEI- 10 with the folbxvinguser&fined input. 170r#tdfinate,Espuaae C,Overall Blct Dim85 fix fA R h = 24 fL End Zme Tms, Neither od web considered DOL= 1.33 , CC Zane Width 6 fL Member Forces Summary Table indicates: Maroc ID, max CS4 trax axial to=(nrx carp, face ifdi&rmt flan max axial face) 1 � BC 3-1 ag37 -1119 Webs 2-3 Q495 4901hs (402Has) Notes: 1)This design is lased QI ASCE 7-10 as refarnadby the 2010 Flaida WldingCal✓ 2) Gable m#= cantinuo s battanchord beating B®2 3) Gable webs placed at 48"ace, U.N.O. 4) Attach gable webs with 3x6 20g1 plates, U.N.O. A Whenthis tnss hasbean uinaon forgnaliry assurance inspection, the Plate Placamnt MethodpcTPl 1-2G0A3.2 shall be used Cq- I.IZ 6) Balding Designer shall verify selfwdgtt ofthe tnss and other (bad load nataials m not exceed TCDL O psE - �1 0�© �`t ......... �.� 7)Listed wind uplift reactions based on MWFRS Only loading 04 _�aVo �-,� J` eoe� 15 m 0 °o 0 o Stephen W. Warter Start Eng 0 54395 2590N. Kings Hiffi. Ft Pierce FI N951 '�-6Z Southern Truss Companies, Inc. Truss: MV4 d-` 2590 N. kings Highway JobName: WS-5512-C-BR BAL EXLN SOUTHERN Fort Pierce, F134951 Designer. JAO Component SOlutionsT^f TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 14 25827 PM Truss . Page: 1 of 1 10fl Version:4.35.2[Build 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 3-11-6 5 /12 2 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 121bs 3-11-6 3-11-6 3-11-6 2x4 2 12 5f 0 m v 0 2x4 / J, 1 I I 0-0-0 0-0-0 3-11.6 3-11-6 Loading General CSI Summary Deflection L/ (loc) Allowed Load ({cf) Ndg Code: FBC 2010' TC: (153(1-2) Vat TL 0in L/999 (3-I) L/240 TOIL ; 20 TPI 1-2007 BC : 0.21(3.1) Vat LL- O in L / 999 (3-1) L / 360 TCDL: 0 Rep Mbr Increase: Ym Web: 0.62(2-3) Hcrz TL- Oin 3 BOLL: 0 DAL: 125 % Creep Factq Ka= 1.5 BCDL: 10 Plate ORicts(Jnt-XY.Ang),. (1:1-%342i) (L•1.124S9a) (1.1-1Z.A90) Reaction Summary JT Tvuc Brg Combo Brg Wldth Material Max Read AwR ct Max Grav Uplift Max Wmd Uplift Max Uplift Max Hmriz 1 Continuous I 47.406in Concrete Masonry 178 lbs 70plf --12311s -123 lbs 324 lbs - Material Summary Bracing Summary TC SP (ALSC620M #3 2 x 4 TC Baring Shothcd a Pmlins at 6-34 Ptmlin dsipt by Others. BC SP (ALSC6-2012)13 2x 4 13C Badng Sheathed or Plains at 6-3Q Pu din &ipr by Others. Wets SP (ALSC6-2012) 0 2 x 4 Loads Summary 1) This tnas has hen designed for the efib=ofwind loads in accordance with ASCE7- 10 with the following user defined inpa: 170 mph ultimate, Expcsume C, Overall Bldg Dims 95 ft x 60 ft, h = 24 ft, End Zone Truss, Neither end web considered DOL= 1.33, CC Zone Width 6 R Member Forces Summary Table indmts: Member lD, n—CS1, rtez az al forA (alxx caner race ifdiff=t km rrac adal race) TC 1.2 252b-1431ts BC it 07116 152IIs (-79 Its) Webs 2-3 0.625 ?9611s (-72Its) Notes: ])This design is based on ASCE 7-10 as refactad bl the 2010 F1ai&9dldng Cod- , 2) Gable rogues contint bottom chod bearing 3) Gablewdbs 48" ere, U.N.O. plaxdat 4) Attach gable wets with N4 20ga platen, U.N.O. for inspection, the PlatePlacerralt Method 1.2007/A3.2 shall be used Cq- 1.17. v • v Y �O 5) When this mas has been chsm galityassmance paTPI do TCDL0psf % 6)l filling Designer shall verify sdfwaglt ofthe tmss and other dad load materials not aural Listedwind based on MWFRS Only ladng p0 �SE 7) giift reactions Ob - o .2.oe+ m `ude © o 0..-'* Oo pF S 1 O® 47 ®®6BBA069�4®®® •NOf10E•Acepyofths&-*iulbefumtlxdiotte mctoncDater.ton ll desmofth'sudniivatt—i;bM.dmdesgmeriemandmquiementssuppkdbytheT=Manufaclmerandmksuµmtheaccmcyandeompkteoessofthe uformaton Stephen W �7 artep xt fim6bylheHu3loglksgner.Arzlonth'sdmungrdcntesa<ceptanceof{wfesdonalengoecmgrc�onsbSryskly Nrlhetruscomponenl de nfiouu. The siiabStyandux oflhscomponent fornrrypancuhrbuHingdcsgnst6emsponsbdryof Stnxt Fng/153395 IheBuitogDesigner.perAASIrM 1-2007 Chapter 2. "WARNM-Trusesrequie pmperhandlog.emctnn.msmot andbacog. wiertothe hten ediimoBCSI(Bui bl;C°mpovenl Sifetylnformatonpnlypnducedbyl'PIarWSOCA)forpmper ima6tom methodsandinWant afetynfmmatonrehtogtothe entire c=mclinptaes lntheabxme ofgecdci�9a%tunandlcmporwymgmkWmeogspec'dcatbwb/olbcmtmigalbtbn(neLdngiaalbtbnbkmnces)andt_Z' 2590 N. Kings High. FL Pierce F1'A951 resmot/mac-ngofthetw sd.lbeimccordaneesvibBCSI-BIandBCSI-B2.Tmsxsalamquiepermanentm9mi/bmcogofclmrdemdcedxnnebmemNm(ubemndkaled).Thdmnitgonyod'eatestheivatbnsforhtemlmsmnt.Tm mettedofidwifuallrusmemberrestmnWmiogrhigbeasgmifedbytheBu3ingMtmrpe Al•SVfPll.C"mpter;fspeedetnapermammtbmengdespnsnotq=ffcdb)roHers•thsdulbeaccompNi dbysmdardiduarybtemlmsrantand dogonalbmeogdeta3nacemdancewihBCSI-B3.BCSI-B7asappr.abk.•B.4'ORTANr-Mde*asxmesthetms'smauuNctumdnaccorlon.emYhthadmwhgandthegmbycrieri3VecifedinAt-MPIIChapier3.A0co cimphtes,iml bemmuibcltmedbySmp=Stmng-To Company.hacoauordaacewihESR-2762.Alcomectorphlesam20gage.unksthegxcirzdphtesieesfolb edbya"-irwhhhod'eatesan Iggagepbte. Component SolutionsTM Truss Version:4352 [Build 1 Span Pitch 1-11-6 5 /12 _ Southern Truss Companies, Inc. SOUTHERN 2590 N. kings Highway TRUSS Fort Pierce, F134951 COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Qty OHL OHR CANT L CANT R 4 0-0-0 0-0-0 0-0-0 0-0-0 . 1-11-5 12 5F— 2x 0-0-0 O-Q-0 1-11-5 1-11-5 Truss: MV2 JobNalne: WS-5512-C-BRBAL-EXW Designer. JAO Date: 4/9/2014 2:58.27 PM Page: I of 1 PLYS Spacing WGT/PLY 1 24 in 5 lhs Loading General CSI Summary Deflection L/ (loc) Allowed Load (PSO Oct Code: FBC 2010' TC: 022 (1-2) Vat fVert �Y 0 hoar UP L! 999 999 1 Li 2'6�0 TCIL : 20 TPI 1.2007 13C : 0.20 (3-1) 3 TCDL: 0 Rep Mtrinuxease: Yes Web: 0.03(I) HoeM oin BCIL: 0 D.O.L : 125 % Creep Factor, Ka = 1.5 BCDL: 10 Plate Offsets (1nt:X YAn ): (1:1.043423. Reaction Summary 1T tUA Type BigCmbo ELg. h Material Max Rear Ave Read Max Gav Uplift Max Wind Uplift Max Uplift Max1lb 1 Pin (Wall) 1 S in Cmerele Masonry 61 lbs - - 37 Rs 3l lbs 151 s Ih 2 H Roll (Truss) I 1.5 in - 36lbs - Als -ts 3 H Roll (fuss) 1 I.5 in - 3211s - -19l65 -19 I1hs Material Summary Bracing Summary 1f3 2 x 403 TC Baring Sheathed or Pualins at 6-3-Q Pudin design by0thm. TC SP (ALSC6201Z) BC SP (ALSC6.2012)113 2x 4 BC Baring: Sheathed or Pudins at IM Rahn design by Others. Web; _ Loads Summary 1)This tnss has been ddiped for the effects ofwind loads in ac4arlancewithASCE7- 10 with the fdloHingtser d:6nrd input: 170 nTh idtiunte, Eq==C, 0,eall Bldg Dins 85 ft x 60 ft, h = 24 ft, End Zone Truss, Neither end web considered DOL= 1.33, CC Zone Width 6 ft. Member Forces Summary Table indicates:MarberID,n=CS4nmadal�(�axcoWlbra'fdiffetmtfanrrexaxalforce) rY ' I TC 11-2 Q216 1-19 lbs (-71 Its) BC 3-1 Q270 23111s I Webs Notes: 1) This design is based on ASCE 740 as referenced by the 2010 Florida Building Code. 2) Gable webs placed at 48" o.aU. , N.O. 3) Attach gible webs with 2c4 20Fe plats, U.N.O. O�`a o e o 0C0 o e o o B® 4)Um this toss has been chosen for4ntaa lityassnm insir 0n, the Plate Placarnht Method t>Q TPI 1.2(D>JA3.2 shall be used Cq=1.17. C+ G S C 5)Building Designeshall vaifysefwdght ofthe tnas and other dead load hatedals do not exceed TCDL 0 ps£ pop.`L 6)Tnas4t Mss omnccim is fagr4ical intapretatim mly A hangsuraherstmcvaal conncaim shall be provided to mist the htnx reaction and gAift shown in the Rrectim Smnmry 7)l.isted wind tplift reactions lased on MWFRS Only loading m lee o \ o 6+ ea o o ° m e 0!G oB8 e oe%� O fie® cp o L° O \!® S I ®VX®i®®®°® ease, Stephen W. Warter Start. Fng 054395 2.590N. King; High. Ft Piehce FI 34951 Southern buss Companies, Inc. Truss: A15 - 2590N. kings Highway 7obName: WS-5512-C-BR SOUTHERN Fort Pierce, F134951 Designer. 7AO Component SolutionsTM TRUSS COMPANIES 800 232-0509 772 464-4160 772 318-0016 Fax ( ) ( ) ( ) Date: Page: 1 of 114 25828 PM 1 of 1 Truss Version:4.352 17d 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 36-5-0 5 /12 1 0-0-0 1-6-0 0-0-0 0-0-0 1 24 in 1811bs 37-11-0 _g_ 5-7-6 5-11-0 0-4-8 5-8-2 04- 5-8-2 5-9-6 6-4-0 1-6-0 _g_ 6-3-6 12-2-6 17-10-B 1 24-3-10 30-1-0 36-5-0 18 7 8 6x6-18 - 3x7 i 6x6-18 - 19 7B I 3x4 - 4x4 - 3x7 - 4x4 - 3x4 - 14 13 3x61 B1G 0-0-0 0-0-0 9-2-0 .9-1-0 9-1-0 2-9-0 6-4-0 9-2-0 1g_3_p 27-4-0 30-10 36-5-0 Loading General CSI Summary Deflection L/ (loc) Allowed Irnd (1af) BldgCod::' F13C 2010' TC : 0.95 (1-3) Vat TL 0.13 in L / 502 (13 L / 240 TCLL: 2D TPI 1-2W7 BC: 0.76(15-17) Vet LL• Ql in L/999 (IB-19) L/360 TCDL: 0 Rep Mlrinvrase: Yes Web: 0.97(5-17) Herz TL• 0.06 in 14 BCLL: 0 D.O.L : 125 % Crap Factor, Ka= 1.5 Reaction Summary JT Tvoe Ba Como I Pin (foss) 1 I.J to -- - 14 H Rdl (Wall) 1 8 in Concrete Masonry 3.00 in 1,6961ts --1,46011s-1,4601� 13 H Roll (Mll) 1 8 in Conc'de Masonry 3.00 in 2331te - -328 lbs-3281bs Material Summary Bracing Summary TC SP(ALSC62013) R 2x 4 except: TC Bra6ng Sheathed a Pudins at 3-5-q Pm)in sign by Others. 46 SP (ALSC&2013) SS 2 x 4 68 SP (ALSC6-2013) @ 2 x 6 BC SP (ALSC6-2013) SS 2x 4 a apt: BC Bracing Sheathed or Pm ins at'4-I-Q Pudin sign by Others. 1316 SP (ALSC6-2013)62 2x 4 Wds SP (ALSC6-2012) 93 2x 4 aceµ: , 12-13 SP (ALSC6-2013) t2 2 x 6 Slider SP (ALSC62013)12 2 x 4 Loads Summary 1) This toss has been dsigred fa the effects do to 10 p:f bodorn rhvd live lad plus dad load;. 2)This ft s has been dsigted to, the effects ofwind loads in accalhnce with ASCE7- 10 with the fdlaving ma dfined inps: 170nphulti,ute EVxore C,OvaWIBIdgDhnS 85 It x 60I14 h - 24 ft, Not End Zone Toss, Neither end web txnsideed DOL= 1.33, CC Zone %Mchh 61L 3) Minin zn storage attic loading in aaadance with IBC Table 1607.1 has not been applied 4) Tms designed as the base toss fa a cap hiss. Cap graphic is ferreferalm only Sm 9CSI-B3 for penanent muaint/bracing fa the top chord in a piggback asserrbly. m—r°I ..°.,,imr fnvem fmc if66aent five nex arial face) TC.-,.,,.1-3 VQ949 y�Z65711s J(-Z453lbs) 6-7 0.482 1,602lbs (-1,2771hs) 9-11 Q761 1, IN lbs (•90111s) ®p 3-5 0.916 Z495 Its (-Z31611s) 7-8 0.459 1,602Its (4,2971(s) 11-12 0.837 25811s (42lbs) 0 5L 0.412 1,658 lbs (4L425 lbs) 8-9 Q853 1,65511s (•1,421 Ibs) 12-20 0.A1 27lbs - BC 13-14 14-15 Q43S 0.601 Olts 0lbs IS17 17-19 Q761 Q601 1,0T71L 1,770lts (-1,U52 its) (4,6691ts) 19-1 Q531 -Z7671hs Webs 3-19 Q165 43219 (-213lbs) 7-17 0.950 805 is (-784lbs) 11-15 G436 1,14211s (4,04811s) m �, S19 Q501 6561ts (-6121ts) 9-17 (1225 2251ts (•1641hs) 11-14 Q560 1,466 Its (4L45711s) o 517 0.973 873lbs (-71211s) 9-15 Q518 Ill lbs (632lbs) 12-13 QI(? 67211s (1791(s) c Truss -to -truss Connections Summary W CamedTnas CMn I;Toss Canying Offset Angle T729 A15 BIG 17--104 ZA deg Notes: 1) This dsigt is based on ASCE 7-10 as refaenmd by the 2010 Florida ®dldulg Cade. 2) When this tnss has beer chosen for gelity assurance inspection, the Plate Plaaxrxnt Method perTPI 1-20021At2 shall be mcd Cq= 1.17. 3)13d)ding Desig arshall veify selfwcgtt ofthe toss and other dad load netedals do not [umdTCDL 0 psL 4) Toss-totnas connavim is fagafhicalintaprratim mly A hangr a other stmvural connection shall bepwided to resist the nex maim andiplift shown in the ltavim Sunmvy 5) Listed wind uplift reactions based on MWFRS Only loading Stephen W. Warter Shtct. Filg#54395 2590N. Kings High. Ft Pierce FI 34951 qS Southern Truss Companies, Inc. Truss: A16 r h : 2590 N. kings Highway JobName: WS-5512-GBR BAL EXLN SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsTm TRUSS Date: 4/9/2014 25829 PM Truss COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Page: I of 1 Version:4352 (Build 1 Span Pitch Qty OHL OHR CANT L CANT R PL1 Spacing W 82 lPLY 36-5-0 5 /12 1 0-0-0 1-6-0 0-0-0 0-0-0 1 24 in 18216s 37-11-0 L_7-q 7-7-4 4-9-0 5-3-7 4-2-1 6-4-0 1-6-0 15-10-6 20-7-6 25-10-16 30-1-0 36-5-0 5x5 - 5x6 - 5 6 12 12 . 5F 6x7 / 3x4 \ —15 4 7 3x4 \ 3x4 / 6 3 2x4 1 N� 9 rN o o m 0 3,o i 2x4 - 1 18 { 17 16 15 14 13 2x4 i 3x4 - 3x7 - 3x4 - 3x4 - 12 11 6x4 - B1G 0-0-0 0-0-0 8-3-4 7-74 7-1.4 7-1-4 6-4-0 6_3.4 15-10-8 22-11-12 30-1-0 36-5-0 Loading General CSI Summary Deflection L/ (loc) Allowed Lead (Iso BIdgCode: F13C 201V TC: (173(6--0 Vert TL: _ Q05 in L/999 (I]-12) L/240 TCI_L : 23 TPI 1-2107 BC: 0.68 (1S-17) Vat U: aOS in L/ 999 (16-17) L/ 360 TCDL: 0 Rep Mbr Increase: Yes Web: Q89(7-12) Herz TL• 0.07 in 12 BCLL: 0 D.O.L : 125 % Crap Factor, Ka= 1.5 BCDL: 10 Plate Offsets Qnt:XY,Ang1: (1:,.2-IZ 90. (3:1-12,31,Zi) (4:1-z2-1-4,0.) (aO-QI-IZ (14*.O 312,n) (7AQ3-3-&O.) (8:a11,1-IZO.) (9:.0437,9Q) (1a2 i2,4$9Q) (11.212,3$9a) (121-12.34 Q) (L3:OQl-12,Q) (14•aQ3$n) (I5:1-]Z3$n) (16:OQ1-IZa) (17:0113-8.90.) • Reaction Summary JT Type Brg cmto Brg Wdth Material RgdHg Rla Max React Max Gmv Uplift Max Wind Uplift Metz UdiR Max Holz 1 Pin (foss) I 1.5 In - 100 m ],@I Its --8241ts $2411s 10711s 12 H Roll (Wall) 1 S in Concrete Masonry 3.09 in 1,297 Rs - -962lbs '`� � 11 H Roll ('Wall) 1 8 in Concrete Masonry 3.00 in 231 Ibs 280 lb3-290lbs Material Summary Bracing Summary TC SP (AISC6-2013) SS 2x 4 cxV: TC Bracing sheathed orPlalins at 4-7Q Plulin dsigt by Others.. 6-8 SP (A1SC6.2013)12 2 x 4 8-18 SP (ALSC6.2113) l2 2 x 4 BC SP(ALSC6-2013) f22x 4 BC Bracing Sheathed a Pains at 4-1-R Pain dsign by Others. Wets SP (AISC6-2012) p3 2 x 4 a ept: Ial] SP(A(SC6.2013)#22x6 slider SP (ALSC6.2713)12 2 x 4 Loads Summary 1) This puss has been designed fa the effects die to 10 psf bottcrn chord live load plus dad loads. 2) This toss has been dsigied fa the effects ofwind leads in aaxcdance with ASCE7-10 with the following user defined inp2 170 nph ultirmtq Exposrae C, Osve1I BltDi— 8.5 1 it x fA fl, h = 24 8, Na End tare Truss, Neither end web considered DOL- 1.33, CC Zone Wirth 6 R 11L 3) Minhnunstomp attic Imdng in aaordnce with IBC Table I6U/.1 has net been applied Member Forces Summary Table indeatos:Mentb ID,mxCS4max adalCcreeI=car¢faceifdffermtJim max axialto=) ��Q�i1 8®8 Bea ee ®Bea® �o ®®�0®�� $ ° �� BBB O vo°49 op 1� 39� ° a cez., �Y ° �� \ ° o Y6' Ca Truss -to -truss Connections Summary o ID Carved Tnes Carrying Tess Canying Offset Angle TT28 A16 BIG 15-1(M 270 d:g o G ea m o OY o� e Notes:irpt q This dsign is lased on ASCE 7-10 as refirenaxl f,'the 2010 Florida Bwldng Cad: � 2) When this buss has been chosen fagality asswance inspection, the Plate Plamrrnt MethodperTPI 1-2Q2/Al2 shall be used Cq=1.17. ©� 3))idldng Designashall vo*selfwelgst ofthebtss andahadadloadrmtedals donot exomd TCDLOpsf p ° jC 1 �� 4)Tms4o-=s cennatim is fw Vgphial intapaa6m mly A hanger aahersttomaal connection shall bepwidod to resist the tmx reaction and uplift shown in the Reaction Starxmry ®1 ®° o o L 5) PruA& adegatedainaM topr t pmdng 6) ® Indotes emtinuas IaterA restraint (CLR) ro medat the location(s)shown. shown. Roes ufClRmst be adcgntelydiagnallybraced see D-WEBCLRBRACE Faaltartatives to CLRs and dagnal hraang s' ® P & 7) Listed wind uplift reactions based m MWFRS Only loading ®B eau o a e il'1®�� ' 1WICE•Acopyofthi:deslmdmlbe6mnhedtutbeemclimconlmclor. ThedcsgmoftheMi duallrn;ishxdondesignaiemmdregd—.t—ppT dbytheT—Wnufaetmerardrcle—ponlb—cwacyondcompbteoe nbcbformalbn Stephen W. Warter xl fonhlryI BumbgIksks Asalon th'sdmairg:dcatesacceplmrce ofpofeswlengimernemspnnsbBy�1•yfmlhe 1—ompoaenl desQn sho— The mlabSeyanduc ofthccomponeal franylnncuhrbudt:rgdesprsibe wVonsbdtyof S�Eng«�95 nm13.fgOes@rcr,MrAlSVMI-'_OD7Chapt,r_•WARNM—Tnssasmquic Mrprhandrng.erector.redmigandbmcing.RcreriotboblegedibnofBCSIB�gComp—.ISifetylnr—r lboibtbq".u.dbyM..dSECA)farpmper �90 N. Kin Hi Ft. Pierce F134951 hololb—th.dsaodmponant saktyif.=a1bnrcbCmgtothe entiecon nxlionprocess lnIM abwmcofspaife rt9a6nimand tempomryresmnt/bmengspec'dcatimbyothemthe isamlbn(ecldbgiwahtbntolmnces)andtempomry �• mdmnllbacbgofthetrm ssalbebaccordnneewihBCSI-B1andBCS1-B2.Tnav:salomquiepemsanentredmbl/bmengofeb.,,V..dcenaboebmemben(I,b=nd'Bated).Th'sdmangodybdcaleslhebcatbncforhtttalmam'°t.7'he melhodofidiriimtltrtasmembermslmnt/bmebgdwlbeasspecG•dbytheB°dfivI)etmrperAmIrml,Chaptef2;fWp irctr p=amnlbmengde nsootspcil-idbyottrers.thsdulbeaccompkredbystand rdndu4n htemlresmntard dbpwlbmcbgdeta�bacco-d ccsaihBCSi-B3oSM-B7.s.ppieabb..'RAMTANI'YLsdedpnasvnocslh Ion¢cmanufactmcd'oaccordncexihthsdmwhgandlhegmkycrierhspecfedbA1SYMICtupter3.AlcmmeclwphtessmA bemanufacluredbySmpsnStmng-Te Company,l. baecordncewlhESR-2762.Alcormecimpbtesam'-Dgage,imhsthespec'dndphlesze cfotbwedbya "-IB"w(tchnd'calesan ISgage phte. 7C 1-3 a585 1,9311ts (-1,87s 11s) 35 Q545 1.4431hs (-I,7611ts 56 67 as7D Q731 1.46411s 1,2561ts (-1.1421h;) (-1,025 Its) 7-9 9.10 n548 0.728 38811s 2401ta (-ss its) (-0316s) lals a6ss 271hs BC 11-12 a465 Olts 14-IS QS(fl 9001� (-III 17-1 Q6T7 1,69611s (-1,5891ts) 12-14 a545 -71316s ISI7 a6T7 1,6961hs (-1.5891Ys) W� }17 Q125 3�IIs (781ts) 6-IS n5a5 3921ts (-37911s) 7-12 a1i95 I,B41Is (•I,075I1s) . 31s Q3(B 7501hs (-6801tc) 6-la alza L011s (-10916s> 9-Iz alas 38611s (-z631ts> SI5 Q163 268 its (-1661ts) 7-14 alzl 31711s (-ISO IIs> tau a095 6231hs (-ISl its) E Southern Truss Companies, Inc. Truss: A17 a r SOUTHERN 2590 N. kings Highway JobName: WS-5512-C-BR BATrEXTN Fort Pierce, F134951 Designer. JAO TRUSS Component SolutionsTM Date: 4/9/2014 25830 PM Truss COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Page: 1 of 1 Version:4.352 rBuild 1 Span Pitch Qty OTC, OT-TR CANT L CANT R PLYS Spacing WGT/PLY 36-5-0 5 /12 1 0-0-0 1-6-0 0-0-0 0-0-0 1 24 in 200 lbs 37-11-0 2-1-B 6-10-0 6-10-0 6.10-0 7-5-8 6-4-0 1-6-0 2-1-B 8-11-8 15-9-8 22-7-B 30-1-0 36-5-0 5 2 5x5 - 3x4- 3x4 - 3x4 - 5x5 - 4 5 6 rr 3x6/ 2 3 12 ( 1 —IS 3x4 \ 7 5x51 N� 8 N�jj A 3x6 d 0 2x4 - } 17 16 15 14 13 12 3x7 1 4x7 - 3x4 - 3x4 - 5x10 - 11 10 3x6 j 81G 0 0-0-0 -0-0 2-1-B 10-3-0 10-3-0 7-5-8 6-4-0 2-1-8 12.4-8 22-7-B 30-1-0 36-5-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psl) Bldgcod:: FBC 20101 TC: 0.62(1-2) Vat TL- 0.09 in L/677 (10-11) L/240 TCLL: 20 TPI I-2007 BC: Q89(II-I2) Vat IL 0.05 in L/999 (12-11) L/-160 TCDL: 0 Rep Mb'Inarase: Yes Wda: Q99(1-I5) Haz TL- 0.04 in I BCLL: 0 D.O.L: 125% Creep Factor Ka=1.5 BCDL: 10 Plate Offsets(1ntx,Y,Angt (1:3&2-5,27.) (2:0Q3.9,Q) (3,0Q3,0.) (4:0Q1-IZo) (5:0QAO.) (6:0439,Q) (7:411, 1-1423) (6:1-9.2-1421.) (9'21Z4A90L) (10:21Z3-&9o) (11.043490.) (122412-&a) (11043-8,0.) (14:041-IZ0.) (15:1-I2.3&Q) (I&I-IM9a) Reaction Summary JT Type &g Cote BrgWdth Material Rq1 Brg Rtdth Max Rmct Max Gmv Will Max Wind Upift Max Uplift Max Horiz 16 Pin (Ines) 1 1.5 m - 3A0 In 1,209lbs --1,2331b; . -1,233 Rs 47 lbs 11 HRoll (Wall) I Bin Cmacte Masmry 3.00 in 1,611 lbs --1,448lbs •1,448 lbs 10 H Roll (Wort) I 8 in Caned. Mwmry 100 in 221 Rs - -313 lbs -313lbs Material Summary Bracing Summary TC SP (AISC6-2013) SS 2x 4 a ept: TC Bmcing Sheatheda Pudins at 5.3.Q Pudin dnigt by Other. 1-2 SP (AISC6.2013)12 2x 4 _ DC SP (AISC6-2013) SS 2 x 4 aapt: BC Bracing Sheathed aPurlins at S2-0, Porlin dsigt by Others. 1042 SP (ALSC6.2013) P2 2x 4 Webs SP (ALSC6.20)2) 93 2x 4 ,cept: 9-10 SP (ALSC&2DL3) 02 2. 6 Loads Summary 1) This toss has been dsipted fir the effects de to 10 psf boom chord live load plus dead Inds. 2) This toss has been dsiped fa the effects ofwind loads in aamlance with ASCF7- 10 with the following usa defined input 170noLdtimte,Eayoame C,Oveml]B],bDim85 .t R x60 ft,h-24R, Not End Zme Tms, NcBra end web caasidend.DOL- 1.33, CC Zme Width 6 ft. 3) "nimmt sta ge attic loading in accordance with IBC Table 1607.1 has not been applied Member Forces Summary Table indicates: MenbaID, maxCSI,n=axialfae,(rnxcenpcfew ifdffc=tfranrrcaxaAalface) ooe®o 00 00000 oo e000 4�_Qa° °�� S ° �39 e e m Peno °6m Truss -to -truss Connections Summary o � ID CamedTnas CartyingTnss Canyingl�sd Angle _ a e [T�r o a Tr27 A17 BIG 13104 270d� ° ��'I o O off® e o 0 0 eA Notes: m o �•(� �- o 1)This dsigi is based on ASCE 7-10 as refaenced by the 2010 Florida Building Cow\�e 2) When this tnss has been chrsenfagnlitymsaance inspectim, the Plate Placaanl Medrod pa TPl l-20VA3.2shall be used Cq=1.17. O® ° O -1)Rdldng Desigiashall verify sdfwdgtt afth hiss and other had load rmterials do not a¢ed TCDL O psf ,p °o 1 ��oo° 00 4) Tms4o=s emnce im is fbrgob al intapaatim mly A hangeracthasb chiral emnoctim shall be providcdto resist the nox mctim and tplift shoam in the Reaction Suninary 'pop 7F' o e e e a ° SL� DO 5) Provide adequate dzinq topmvltpmdng Y_ 6) (� Iodates continuous lateral mardipondin t (CIR) rux).dtcd at the location(s) shrxvrt. Rows ofCLR rust be adxlately dagnally bmuxQ see D-WEBCLRBRACE Fa altemativa to CLRs anddagxtal bracing�l >1CF� ®0 ®®00® 7) Listed wind uplift =ctimsbased m MWFR.S Only lcading ®B®g8BBQ88 ale® -JMICE•Acopyofibs&sgosbagbef-it6dtotheerectbncontmeton The & oft6khdkidualtmsFWs:dmde ip crierh andwqurcmemss Wli:dbytheTmMnuGeturerandrc6:supontheacemacyandcomplteres;otherehf atim Stephen W Wate, xt f°etM1bytheBudl6gA er. A. alnnth'sdmwbgiMtatesaccepinaeofryofes�mlevgbeerbgmspensbuyslyferthe trus<ompocenl degmtuou T,esdabdayandmofttus =rva'ntf1=nyWncubsb STnF&sFmicthe rcq+onbBynf S �gN54395 t�Budlbga6g.,.perATSUfpl1 �007Chapter'_•wARNNG-Tr srcquiepmperWkifn cmclimmanhtandbmcbg.Refertothehlesl ediimofBCSI(Bw716gCompwnlStfetybformatbnPntypmducedbyfPlandSUCA)fmlm+per -SON. Kin Hi Ft Pieroe F134951 It! Datbnmethodsatbmponant slfetyinformatb.mbtinglotheentiecon9mclionymem Inthcabwmeofgxctlb imalbi°nandlempmr)•resmilybmchggxcifta!bmbyothmlbei°abtbn( hdvgiaial3tbntol! nes)atdlcmpwary di• msmbt/bmcbgoflhet stsshaBbenaccoNancestihBCST-BlandBCSI-Bi Tr sabDmquieN=aneotmlmki/bmebgofchordandcenabuxb.l.br.Ottxrcid'torted).Th'sdmnmgmybdcateslhek.tbasfmbtemlrc9mbt.The methodofidaatmluusmembarestmbt/bmebgd,albcas�ee'fedbythHmNbg0.5�rcrlxrAtSV1771,Qupterl; d�pecdc tnespemnnentbmcbgdet-ni; mt.VmiredbyothemthsalugbeaecompLhedtp-rmtdaedndu9r)•htemlrestmbtand �) degomlbmcbgdetarsbaccordanceoihBCST-B3orBCS1-B7asapp5ribb.•A40RTANf•Th's&s�m,i tesibetm i;mamfacluadhaccm&mcuihth-edmavgardthcgwbiycrierh Vec'fled'nAMV[PIICbaptt3.AYconn cWP tesshaA yti bemawGetmdbySinp=Slrong-Tb Company.ImbaccordancewihEM-27e2.Aleomcclarphtesam2009c,'col:mthegxe'dedphies¢e'sfobucdbya"-Ig"uhchhdeatesan Iggagephte. V TC 1-2 Q616 58716; (-0861b;) 35 Q468 I,87& Its (1,4741ts) 68 0. b3 a372 6121hs (-05711s) 5-fi 0.541 ],601 Its (•1,1851Is) g9 591 Q410 1,592I)s 2551� (-1,3051ts) (•391ts 9-17 0.371 Z711s BC 10-II 0.616 Olts 12-13 Q6A -1,44516s ISI6 0.326 41911s (-4711s) 11-12 0.1i89 0165 1,57411s 1315 315 a(b4 1,16511s (-I, ISO lbs) Wch; 1.16 Q785 (-1,3071bs) • Southern Truss Companies, Inc. Truss: A18 2590 N. kings Highway JobNarne: WS-5512-C-BR BAL EXLN SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsThl TRUSS Date: 4/9/2014 25331 PM Truss COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Pages 10f 1 Veasion:4.352[Build 1 Span Pitch Qty OIIL OI1R CANT L CANT R PLYS Spacing W 79 lPLY 36-5-0 0 /12 1 0-0-0 1-6-0 0-0-0 0-0-0 1 24 in 179 ibs 37-11-0 8 2 6 8-2-8 8-2-8 5-5-8 6-4-0 1-6.0 8-2-8 16-5-0 24-7-8 30-1-0 36-5-0 2x4 i 4x4 - 3x4 - 3x4 - 5x6 - 1 2 3 4 5 12 15 2x4 1 6 0 eo m u'r jr - 3x6 o Ills 7 2X4 - 15 14 13 12 11 10 8x4 - 3x4 - 3x4 - 3x4 - 4x4 - 9 8 6x4 - B1G 0-0-0 0-0-0 10-0-5 10-0-5 1 10-0-5 6-4-0 10-0-5 20-0-11 30-1-0 36-5-0 Loading General CSI Summary Deflection L/ (loc) Allowed Lead ()st) Bit Code: F13C 201V TC: QFA(6-7) Vert 7L• Q63 in L/563 (1344) L/240 TCLL : 20 TPI 1-2007 BC : 0.74 (11-13) Veit IL• 0.07 in L / 999 (11-12) L / 360 TCDL:_ 0 Rep Mirinacse: Yes Web: 0.88(2-14) Haz T4• QQ5 in 8 BOLL: 0 D.O.L : 125 % Creep Factor, Ker= 1.5 BCDL: 10 Plate Offsets Qnt-'ZY,Ang7 (1:1-IZ3-8,9a) (26Q3-$0.) (3:Oal-IZa) (,ITTTQQ) (5:01,3-lZa) (6:0Q3-Ii90.) (7:2-IZ4S'9(I) (8:2-IZ3$90.) (9'112.3AO.) (IQ0Q2Qa) (ll•6il3S.Q) (120Q1-IZQ) (13:0Q3$n) (14:3-11,4411) , Reaction Summary 1T Type Brg Carbn Hg Wokh Material RqJ Brg Wdh Mare React Max Gav Uplift Max Wind Uplifl Max Udift Max Haiz 14 Pin(fnas) 1 1.5in - 3.ODa 1, 18011s 1,2341hs 1,7341ts 481hs 9 H Roll (N%Wl) I B in Cone:rete Masonry 3.00 in 1,609 lbs - -1,444 lbs-1,4441Is - 8 H Roll (Wall) 1 8 in Conaae Masonry 3.00 in 221 lFs - -315 Ids-31511s Material Summary Bracing Summary Tc SP (ALSC6.2013) SS 2x 4 exogat: TC Bracing Sheathed aPwlins at SI-Q Pud desigt by Others. Sly SP (ALSC6-2013) 92 2x 4 BC SP (AISC6-2013) SS 2x 4 BC Bracing Shmflied a Pwiins at 49Q Ptulin dsigi by Olhm. Webs SP (ALSC6-2012)13 2x 4 except 7-9 . SP (ALSC6.2013) Q 2 x 6 Loads Summary 1) This toss has been dsigtel fa the effects de to 10 (sf bo0an chord live Iced plus dad lads. 2) This toss has been dsigted for the effects ofwind leads in accordance with ASCE7- l0with the following user defined inP& 170nlph tiltimte,Explsure C,Overall Blch Dins85 ft x 60 $ h = 24 fl, Not End Zme Tnss, Neither and wcb consideed DOL= 1.11, CC Zme Width 6 fL 3) Mininaun storage attic ladng in accordance with IEC 7bble 107.1 has not been applied Member Forces Summary Table indicates: Menib ID, raxCSI,noxalaalfa«,(rtexaxtprfotceifdffarntsannnxaAalface) ®a�1j o©© Be"a ®®®• A®e9 19 Truss -to -truss Connections Summary ° p a�ov o T2 Canted8 CanyingTnss Carrying 4 Ante' T176 A18 BIG ]I.10-0 _ ZlO deg LU Notes: m 0 m O O � b p This dsigi is basedon ASCE 7-10as refaencedby the 2010F1ai&9dlding Code. 2) %en this tnas has been chosen fa gdity assurance inspection, the Plate Placenent Method per TPl 1-2002/A3.2 shall be used Cq- 1.17. 3) Building Designer shall verify selfwdgtt of the tnss and other dad lad nnterials m net aoceedTCDL 0lst Y� 4)Toss•tormsannectimisfargaphioalintapetatimmly A hanger or other stnrhaal connection shall be proviel:d to resist the rrex reaction and uplift shown in the Reaction Starnny B 5)Provide adM.nte dainaW to prevent pending ® `s 6) ©Inflates continuos lateral restraint (CLR) r*md at the loation(s)sham.Pow, ofCIR rust be adxfmtdy diagonally braced see D-WIBCIRBRACE Faalteenativesto Ults and dagnal tracf�®e�-1NVEBR�Os't......° �b®®®O 7) Listed wind tplift reactions based at MWFRS Only lading (� -NOTICE•Acopyonh'sae*dolbefum�edtotheemctnnconimetm.7hedesrnonhsiAilmll wsWxdmdesgncrierhanIimquiemcniswppkdbytWTrt cManufacimrandmfesupontheaccumcyandcompLlemsanhenfom,atbn Stephen W. Wartef. scl fonhbylhe Budlbglksi^nor.Axalmth'sdrauvgndcatesacccpfanceofpmfesmnaleogbeemBmsponfy�l:yforthetms<omponentdeq Shottu. ThestiabS„yandumoflhi;compmcm fmmryluncuhrbuStbgdesm'sthc rc.7nnsbStynf Saud. Fng N 54395 the Bu2lbgllestmer.peiATLS ITPl I-2007Chapecr'_'WARN04G•Tm smq=pmperhandfng,emlbn.mamin andbmcbg.Referlolhehte9edibnofBCS1(BuSlbgCmnpmml&rctyWomatbnjoinbpmduccdbyTPlandSBCA)forpmper �N. Kin Hi FL Pierce FI M951 b9aNtbnmmbodsand'mportanl safetybfomafnorehtbglotheemieeon9nclimpmces IDthe abzrceofspec� a9alttbnandlempnmyre9mblRxacbg�eed albnsbynlherBlhbsaWtbn(veldngrt°amluntoL•mrces)andtempomry 8' �• m9mul/bmcbgoflhei esdalhebaccordaneewihBCSI-BlaMBCSI-B2Trus�sabmqu pemacemmgmbt�engofcbordtandccmhucbmemben(ubemin satedyTh-sdmwbgonybd'rateslhebeati)mforhlemlmslmbt.T6e methodofndiraualnusmembare4rabUbwcib 9wlbensspecdedbyIkBudibglk*.,p.ATSIliPl l,Ctupcer3;drapes"de truapemanenitmci4.desgn-snot--PecdidbyotMrxllt'sSulW eccomPHxdbyAad=dnduayhtemlm9mbtand ,S ,/ d°gorulbmebgdetabbaccordancewihBC51-63orBCS1-B7asapp6cabt.•8.11'OR'DNf"nfsdes>inasvmcstherrusbmamfaamcd'naccwdaocewihlh'sdmnmgandthequa6ycriem specifrAnAN81/TP11 Chaplerl. AlcomemorphtessWl `S e6 bemmufactmedbySmmpmStmng-TeC=pmy.Im baccordarretiihM-'-762.A9comectmphtesare20 gage.uoL•sibe spec8'edPhle s¢c'sfo0owedbya "-18" whehbd'eatesan 18 gagephle. TC I-2 n521 Olts 45 a577 1,910Its (-1,S211ts) 6-7 Q837 261 IM (A31ts) 2-4 a(b4 I.87S lls (-1,566Ibs) S6 n778 4071ts (fi01ts 7-Is a791 2711s 1114 a71B 1,3191ts (-I.-VD lta) BC &9 Q464 Olts 9-II 0.571 -9891Fs II-13 n744 -1,7@Its Wets ]-14 QIOD 2Q IFs (-I3516aj 413 0.137 359Ibs (-14911s) S9 Q525 I,3741ts (-1,26611s) 2-14 Q877 ZQ371hs (-I,6191hs) 411 Q27! 4031ts (-3131ts) 6.9 n182 47811s (-28!)Its) 2-13 0.377 6841ts (-5601ts) Sll a822 8811hs (-76711s) 7-8 nIQ3 6A lls (-18111}s) • ` Southern Truss Companies, Inc. Truss: A19 SOUTHERN 2590 N. kings Highway JobName: WS-5512-C-BRBAL-EXLN `" a TRUSS Fort Pierce, F1 3495 1 Designer. JAG Component SolutionsTM COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: I of 14 2:5831 PM Truss .Page: of 1 Version:4.352 [Build 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 36-5-0 0 /12 1 0-0-0 1-6-0 0-0-0 0-0-0 I 24 in 178 lbs 37-11-0 617-14 6-7-14 6-7-14 17-14 4-10-1 2 4-10-12 1-6-0 6-7-14 13-3-12 19-11-10 26-7-B 31-6-0 36-5-0 2,t4 i 3x4 - 3x4 - 5x4 - 2x4 i 5x6 - 1 2 3 4 5 6 12 �T �5 Ij 2x4 / 7 o �0, of 16 15 14 13 12 11 8x4 - 3x4 - 3x4 - 3x7 - 3x4 - 10 9 6x4 - 3x6 1 81G 0-0-0 0-0-0 9-111 9-11-13 1 10-1-6 6-4-0 9-11-13 19-11-10 30-1-0 36-5-0 Loading General CSI Summary Deflection L/ (loc) Allow *This truss has overlapping structural plates. Load (}so BItcode: FBC 2010' TC: 0.95(5-6) Vat TL- Q4l in L/877 (14-15) L/240 TC1L: 2D TPI I-2007 BC: 1.00(12-14) Val IL 0.1 in L/999 (12-13) L/360 TCDL: 0 Rep Mbr manse: Yes Web: 0.72(6.10) Htre TL 0.05 in 9 BCLL: 0 D.O.L. : 125 % creep Factor, Ka= 1.5 BCDL: 10 Plate O(fsds Qnt:Y,Y,Ang): (1:1-1Z,341,90.) (200,34t,o) (3.0R1-12,Q) (4:0Q34X0.) (5:0Q3-8,9a) (6.0-1,3-IZO.) (7:043.13,56.) (8:1-IZ3.1,90.) (94I123-&90.) (IQOQ340.) (11.0QI-120.) (120434La) (13:0al-IZ,Q) (14:04AW (15%A4400 Reaction Summary JT Type Ekg Cmbo BmWdth Material Rqd H>;Wdh Max React Max Gray Uplift Max Windllplift Max Uplift Max Haiz 15 Pin (Toss) I 1.5 m - l m 8941bs - $371Is-8371ts 'b Ibs 10 HRol l(Wall) 1 8in Cmoree Masonry 3.00 in ,1,252Its - -996 lbs •99611s 9 H Rdl (Wall) I 8 in Concrete Masonry 3.00 in 191 Its - -233 I6s -233 lbs Material Summary Bracing Summary TC SP (ALSC6-2013) t2 2x 4 except: TC Bating sheathed Pmiins at 4-7-Q Ptalin design by Others. 1-3 SP(ALSC6.2013)SS 2x 4 BC SP (ALSC6-2113) I2 2 x 4 etcept: BC Bating Sheathed 13.15 SP (ALSC6-20)3) SS 2 x 4 Webs SP (AISC6-2012) li3 2x 4 Loads Summary 1) This =a has been dsigned for the effects de to 10psfbcttan chord live load plus dad londs. 2) This fuss has been designed fir the effects ofwind loads in accordance with ASCE7 - 10 with the following usa defined input: 170 no idtimate, Etpmo a C, Ove ill Bldg Dins 85 ft x 60 ft, h = 24 % Not End 2bne ri ss, Neitha end web considered DOL=1.33, CC Zme Widh 6 fL 3) Mmirtrun storage attic loading in aaa&nce with IBC Table 16M.1 has not been applied Member Forces Summary Table indicates: Merr6a m, maxCSL max axial forte, (naxcoop face ifdiffaent firm uaxaxial form) ®fly B pee gp 0® f� ®�®© 0 @�trry O 00� �B O o ° BBB e SO alap Truss -to -truss Connections Summary ID Carried7nss CanyhhgTms canying0ffs t T725 A19 BIG 9-104 270deg o ` ° o � o Notes: ® ° c o 1) This design is based on ASCH 7-10 as mfereaced by the 2010 Florida Building Code. eo O off•° 4 2) Unlabeled plates are 2x420gx p o ° 3) When this loss has been chosen fa quality assonance inspection, the Plate Plaoencn Method paTP11-20WJA3.2 shall be used Cq=1.17. 40 o 4) BudhlinglMignasball vaifyselfweght ofthetnss and Who dead load materials dint ameodTCDL0psf 19 °oo ��O/.�O4D 5) T—a-totnas mtnectim is fir gapltial intapetation only A hangaaotherstnxtural connection shall be pwided toisist the rmx reaction and uplift sf,-n in the P Wen Sunamry ® ° ° ®� 6)Pmd&adequate draina�topr v tpmdng fy/ L ° 0�0 7) ® Indicates cantinuc s lateral restraint (CLR) reg fired at the location(s) shown. Revs ofCLR mat he adeq.atelydagnally lxaced, see D-NVEDCLRBRACE Faallemativesto CUs and dagnal badd CE o o 8)tistedwind uplift reactimsl>asedm MWFRS Onlylading ®B® S ®�o81889050111 ®® •NDI'ICE•Pia+pyofrhisdes nshalhefum�edtntheerectbncontmelor. Thedesgnofth'shdkilwllruss'sbasedmdc*crierhandngdremcrosmML-dbytheTr Manuf clmerandreisnpontbeaccmcyandcompbterresoflhnnformalim Stephen W. Wartet al fonhbytbeli glksgoer. Awalmlh'sdawug:deatesacecplawcofr fo . iengneemgm�dsy mhNforthe lruscompawnl desnsboaa The s�iabiiyandua ofth'scomponent foranyNncuhrM lfh`rPlan SBCAthasfopwrcr S�Fng fl 54-195 the Bumingaspmeypt,'L lfYl 1-2007 Chaplcr'•WMNM-Tres;zsmquieproNr6aodfg,erectbgmambondbmchg.Refcrtolbehlcsed'ebnofBCSI(BunhgComponenl SafclyNfomal'onpblylmdmedbyn7and 80CA)forpmper 2590 N. King; High. FL Pierce F134951 hg.btbnmethidsandmponamafetyhfmmatbnmbl'nglolheentieconamcti+°pocesfntbeabxnceofspec'dchaamtbnandtempomrymsrahllbmchgstec'dea!bmbyothcMlheh4aflun(bc d'nghsa➢n'nntohmmcs)andtem)nmry msmht/bmebgofthetrussshalbebaccordancewfh BCSI-BlandRCSt-H2 Trusasak+reguiepermavent resaht/hmchgofchordsandcenahhxbmembers(uficre id'ealed} Tbsdmwhgonyhd'calrslhelxalhnsforhlemlrestmhl.T6e methodofin&Hu;ilvussmemb—r int/b-ingdu7bensspecicdbylhe BuSlbgnusgnerperArAMI,ChaptaZ: dspecfe rmsspemtonent b—ingdesen'nmt Wmiredbyother;til dt ibcoccompMedby.landardhd=ryhtemlmsimiit and - d'ugonal6racbgdelarshaccordancewihBCS1-B3 mBCSI-B7 asappkabt.•R IPORTANr•li i.desgoaswmesthetn ssm—fhamudhaccordancewiht6'sdmxvgand r6equafiYcriem gccEed'nAlblffPl l C6aga3. Mcanneclorphles�al bemanuficlumdbySmp=Strong-Tb Company,lne baccorda°cewihEM-276'.Atcomheclorpbtesam 20gage,unkssthe g.c r.dphte s'se'sfolbnedbya"-18"wfichbdcatesan 18gage pble. TC 1-z a34a o lbs a-s a9n 1,68911s (-I,3631bs) 6-7 0. lbs) 165Ihs (-31�) s-16 a6z4 zs Ir,s 2-0 Q762 1,49i Its (-1,34616s) S6 0.952 1,68911s (-1,3631hs) 7-8 0.663 21916a (•33I(s) BC 9-10 0.735 Olts 10.12 0.870 54416s (-SlS lbs) 12-14 Q939 1,46911s (-1,3921ts) 1415 a519 I,O7B lta (-9n511s) Wets 1-IS Q082 2161ts. (-I lO Iles) 414 a169 4421bs (-P91ts) 6.12 a401 99511s (-9t8Ih;) 8-9 Q218 57011s (-]Sl Iles) 2-IS Q576 1,5091hs (-1,2461ts) 412 Southern Truss Companies, Inc. Truss: A20 br` SOUTHERN 2590 N. kings Highway JobName: WS-5512-C-BR BAL EXIN TRUSS Fort Pierce, F134951 Designer. JAO Component SolutionsTM COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: I of 14 2:5832 PM Truss Page: of 1 Version:4.352 [Build 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 36-5-0 0/12 1 .0-0-0 1-6-0 0-0-0 0-0-0 1 24in 175Is 37-11-0 7-1-14 7-1-14 7-1-14 7-1-14 7-9-8 7-1-14 14-3-12 21-5-10 28-7-8 36-5-0 4x5 - 3x4 - 3x4 - 4x4 - 2x41 5x6 - 1 2 3 4 5 6 -,512 and 3x6 i 4 ' 7 2X4 - j} 16 15 14 13 12 11 10 3x7 i 4x5 - 3x4 - 3x4 - 4x8 - 3x4 - 9 8 3x5 \ B1G r_ 0-0.0 0-0-0 7-1-14 7-1-14 7-1-14 8-7-6 6-4-0 7-1-14 14-3-12 21-5-10 30-1-0 36-5-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (pso 1IdgCode: FBC 201U' TC: 0.73(5.6) Vat TL• Q35 in L/999 (13-14) L/240 TCLL: 20 TPI 1-2007 BC: Q97(12-14) Vat LL. Q14in L/999 (11-12) LI-W TCDL: 0 Rep Mbrinmease: Yes web : 0.99(1-14) Hart;TT--n05 in 9 BOLL: 0 DAL: M % Creep Factor, Ka 1.5 BCDL: 10 Plate 011sets(1nt:X,Y,Ang): (1:3- 3$11) (90-33166) (1010Q(f31I.-01Q2,3$n)) (41:Q2 3$a)n) ((5I3::OA l-12,n) (14:,0.) 72-11224,$389.Q9Q)) (&2-12,3$9Q) (51-1232$0.1..Za) (2-Z Reaction Summary JT Type Brg Carbo Brg \Vdth Material Rai BIR Wdh Max React Max Gmv Uplift Max Wind Uplift Max Uplift Max Hcdz 15 Pin(Fms) 1 1.5)n - 3.0D in 1, 183 Its - -1,231 Ides -1,231 Ibs 24 Its 9 HRoll (VMI) I gin Coacrac Masonry 3.00 in 1,53411s --1,41511s-1,4151bs 8 H Roll (Wall) 1 gin Concrete Masonry 3.00 in 2A Its --3481ts-3481ts - Material Summary Bracing Summary TC SP (ALSC6-2013) SS 2 x 4 TC Bracing Sheathed a Plalins at 4*A Pmlin design by Others. BC SP (ALSC6-2013) t2 2 x 4 eecgx: BC Bracing sheathed ar Ptulins at 3-I04R Pmlin design by Others. - 1013 , SP (ALSC6-2113) SS 2 x 4 Wks SP (ALSC62012) h3 2. 4 esapt: 7-8 SP (AISC6-7013) t2 2x 6 Loads Summary 1) This toss has been drsighed ftr the cffccis de to lO psf bDtt=chord live load plus dad Imd;. 2) This toss has been designed for the effb= of wind Inds in aeoadance with ASCE7-10 With the follaving user defined input: 170 nph ultrmte, Expslae C, Overall Bldg Dim 85 ft x (A f4 h = 24 ft, Nut End ZmeTnss, Neithermdweb ernsideed DOL=1.33, CC Zme Width 6 fL 3) Minimmh storage attic loading in aenadmm with IBC 7iible 1607.1 has not been applied (� 1 Member Forces Summary Table indicates: Men erID, rrux C51, nnx ax al facq (rrex carp[ fact if dfr=t San roan ax al fax) VI IL ep9 V91J ��i OHO Q% no �0©�j,' a 1�+� E °OOO°° Bhp v°°� °a d© Truss -to -truss Connections Summary o lb m CanicdTrss Canying Toss Carrying06sot Angle ° m TT24 A20 BIG 7-104 270 deg o o o Notes: eat ° 0� a 1) This design is based on ASCE 7-10 as referenced by the 2010 Florida @tildingCodr 2) When this toss has been chasm for Quality asswuua inspection, the Plate Placarent Method per 7P11-200LA3.2 shall be tail Cq= 1. 17. m � °° o 3)@rilding Dsigner shall verify selfwdght of the hss andother deadlordrmteriais der not a=cdTCDL Opsf 4®� °° 7 \ ° O 4) Teas-totrss connection is for graphical interpretation only A hangererctherstruemel correction shall be povidealto resist the nax reaction and uplift shown in the Rmc im Sturntaty ®4y ° L 5)Provide ad:4ate dainar. to prevent pndng pp"" �°'A��y__ 6) ® Indicates continuous lateral restraint (CL.R) regdledat the location(s) shave. Roes of CLRmst be adaphately dagonally braced see D-VJEBCLRBRACE Fm altemadvm to CLRs and dagnal lxacinipV' i i�pl:urt+. GR ° ° ° ° 7) Listed wind uplift reactions based on MWFRS Only lording a ®®®®BBIes S ®0��0®®0 •NQfICE•AcoVjofthisdegm�albe fianehedtothe erccthncommctor. The d.§prfthkh&iJ.I1 hbasedondesQmcnero andrequiememsaWidbythe ThmTlarufact=raadreksvpnnthe accmeyardcompL•lewsonhe ufmmasim Stephen W. Wafter set fonhbytheBudingQ-sgner.Arealonth'sdmovgnd'calesacceplanceofpofe�oalengaemgrespoubdsy�L•yfonhe truacomponenl desigasb n. The skabSeyand xofth'scomp-1 foranypncuhrhuMbgdesk.istheresporsbNyof S�Eng O �95 the IOE12 lksipter,WAMVMI--,007Chapters•WARNU4G•TrassesmquieMperhandbgemclbn,m9mihtandbmchg.Refertothehte°ediunonlfSI(BudlhgCampone°IS f.tylaformalbnphllypmducedbyTPIaMSBCA)forpmper h9ablbrmet6odsaMmpmtamafetynformatbnmhtngtolheemiecoa4ructbnpmcesslntheabxsceafspecifc imamubnandtempomrymam'nt/bmengspec'Jeathnsbyothersthe ihaahtbn(ihcld'ugnva[hfn°lotmvices)ardtempmary 2590 N. Kings High. Ft Pierce F134951 -nai./bmchgoflhe lnu sslelbc in c.orda°cewihBCST-Bla dBCSI-B2.T—ux l..quiepemhaaeatmshmidlbmciigofebordsmdcedai, ebmembcrs(utiemhdnated).Thisdmuhgmdyhdealesthebexlb tfmhtemlmsrmht.The meuhodofidnilualtrusmemberre°mhl/bracibdu06euspecGedbythe Budlhg lies nerperATSVTn I,Cl pler2;KT=irsu apnmanenibneigdesgniismiTmiredbyothers,thsdulbe°ecompkt dby9andvdinduaq•btemlmsuahtand di,p.lbrazhgdetaikhaccordamemihBCSI.B3mBCS1-B7asappleabb.•DAMTAWr-7b'sdeslmas Qcstbet°s mamfactmedhaccordanceudhihsdmangaadtheqmrfycrierbspeciredioAtiSUMlCtupter3.Alco ctmphiesshal bem., actumdb,S paaS,—,-Ti:Campany,tochaccordancewibESR•2762.Alcomhectmpbtesam20gage.cabsthcspecdedpbmsi,ckfubeedbya"-18"w6bhhdieaicsan18gagepbte. 7C l-2 2.3 n56i Qti22 2,2SL Itr 3.0.5411s (-1,85416s) (-?,501 its) 3-5 Sb Q492 Q735 2,6611hs . 2.6611bs (-2,07311s) (-?.0731h) 67 7-16 n545 0.371 270Its 271hs (-S41ts) BC 8-9 n825 Olts 11-12 Q507 -2,71911s 14-15 0.585 3541ts (-2411s) 9.11 n8A fi001bs ]2-14 0.967 -1,94211s Webs 1-IS Q533 1,3951ts (-],0471ts) 2-12 n374 -9391hs 5-II nI80 4711bs (_''.0.�Ih;) 7� n107 71121ts (2031hs) 1-14 Q988 -2,53411s }I2 Q093 243Ih; (-116Iis) 611 n795 -1,9491Fa , 2-14 n3S 9481ts (-5671Fa) 3-H aR8 s10 1Fs (-4&)Ils) 49 a5g2 1,SLt ides FI,z161ts) . Truss Companies, Inc. Truss: A21G 2590 N. kings Highway JobName: WS-5512-C-BR BAIrEXLN SOUTHERN Fort Pierce, F134951 Designer. JAO t SolutionsTM FFSouthern TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: Page: 4/9/2014 2:5833PM 1 of2 russ 35.2 [Build 11 Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 12 in 1801bs 30 /12 1 0-0-0 1-6-0 0-0-0 0-0-0 2 ff �o MI11I� S� 4x6 5-1-4 5-1-4 5-1-4 5-1-4 5-1-0 5-1-4 5-9-8 1.6-0 5-1-4 10-2-8 15-3-t2 20-5-0 25-6-4 30-7-8 36-5-0 4x5-18 - 3x5 - 3x4 - 5x4 - 2x4 1 5x9 - 5x5-18 - 12 o R 4 5 6 7 8 _- ri I 19 1B 17 I 10 3x71 5x5 - 3x4 - 4x4 - 3x4 - 4x7 - 3x4 -2x4 1 11 10 6x5 - 2x4 I B 0'b E J59E J59E J59E J59E J59E J59E J59E J59E J59E J59E J59E J59E J59E J5 J59E 0-0-0 0-0-0 5-1-4 5-1.4 10-2-8 5 11-3-12 5-1-4 20-5-0 5-1-4 25-6-4 4-6-12 30-1-0 6-0-0 - 36-5-0 Loading Canid Lmds(psl) TCLL: 20 TCDL: 0 BCLL: 0 General Bhacode: Rep Mbrincrease: D.O.L : FBC 20W TPI I-2007 No 125 % CSI Summary TC: O77(2-3) DC; 074 (14.15) Web: 095(7-14) Deflection VertTL• 0.42 in Vat LL 0.17 in H=M, Olin Creep Facto, Ka= 1.5 L/ L/940 L / 999 (loc) (15-16)' (15.16) 10 Allow L/240 L / -160 This truss has overlapping structural plates. Reaction Summary 1T Type Btg Carlo Wdh Material Rqd E'+g Wd:h Max Bact Max Grav Uplift Max Wind Uplift Max Upift Ma:c PIE 19 Pin(frss) 1 1.5 in - 3AOm Z174Its - 1,9921ts 1,99211s 6lhs , 11 H Roll (\NWI) 1 8 in Concrete Masonry 3.00 in Z85411s - -Z514 lbs-Z5141bs 10 H Roll (Wall) I 8 in Concrete Masonry 3.00 in BD lbs - -109 its -109 Ibs Material Summary Bracing Summary TC SP (ALSC6.2013) SS 2 x 4 except: TC Bracing sheathed a Palins at 5-7-Q Pudin desip by0thas. 8-20 SP (ALSC6-2013) I2 2x 4 . BC SP (ALSC62013)12 2x 4 BC Bracing Shmthd aPudins a134}Q Pullin dsign by others. Webs SP (ALSC(2012) N3 2 x 4 except: 7-11 SP (ALSC6.2013) @ 2 x 4 9.10 SP (ALSCODO) N2 2 x 6 . Loads Summary 1) This tnss has been designed for the effects dx: to 10 psfbotto n clad live lead plus dad leads. 2) Stmdacd Loads m Tmsm Camel bythis G•ud:r. TC Li%c = 20 psf;TC Dead = 0 psQ BC List = 0 psi BC Dad= 10 psL 3) This hcas has been dsig�dfor the elfe]s efwind lads in aaatdmce withASCE7- 10 with the follaving ma defined inpa: 170 nph ulthtnie, Expsuse C, Overall Blck� Dins 85 ftx60Rh=240. Na Fnd ZaneTnss, Neither end web considered DOL= I.l3, CC Zane WSdh 6 ft. 4) bLnimmstosag;: attic leadngin accadancewith ®C Table I6Q7.1 has not been applied Load Case Lrl : Std Live Load 00AsQ�,�9� e°eoe° Point Loads :l" o �0 o° B Menla Caatim Direction Imd Tdb lMdh S E Top Chd 0&4 Dam 100lbs 24 in P•�`v Tcp Chd 2-84 Dorm .00lbs 24 in C) Tip Chd 4.84 Doan 10011s 24 in �•�ob ©� Top Chd 684 Dc vn lOD Ids 24 in Tap Chd 8S4 Dam 100 its 24 in o a u `� \ oo �� T Chd 1044 Doxn 1001hs 24 in c 101 ,W\ � TcpChd l2$4 Dam 10011s 24 in ®� e Top Chd 14-84 Dam 100 lls 24 in Tcp Chd 16&4 Donn 10011s 24 in Tcp Chd 18&4 Dam 1001bs 24 in Tap Chd ?0.84 Dam 1001b5 24 in T Chd 22-8-4 Dam I0D Its 24 in ®®° °° p Tcp Chd 24-94 Dam 10D Its 24 in � o° ��O Tcp Chd 26454 Dam Ion lbs 24 in ®® o L ®� °o % Top Chd 2&84 Dawn IOO its 24 in O e Tap Chd 29-10.12 Dave 173 In ppo Bat Chd 29-dalz Dam 531hs D®P®®��C� S a®4® Stephen W.Warter Shot Fng 1154395 2590N. King; Mo. FL Pierce F134951 q( Southern Truss Companies, Inc. Truss: A21G SOUTHERN 2590 N. kings Highway JobName: WS-5512-C-BR BAL EXLN Fort Pierce F134951 Designer. JAO Component SolutionsTm TRUSS Date: 4/9/2014 25834 PM Truss COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax page: 2 of2 Version:4.352 P3ufid 11 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 36-5-0 0 /12 1 0-0-0 1-6-0 0-0-0 0-0-0 2 12 in 180lbs Load Case Dl: Std Dead Load Point Loads Metrber Lomtiah Direction L.md Trib With _ Bert Chd 0-84 Dam 5611s 24 in Bat Chd 2-84 Donn 56 Its 24 in Bat Chd 444 Dawn 561ts 24 in Bat Cbd 684 Dam 561ts 24 in But Chd 944 Dam .56lbs 24 in Bot Chd 144 Dom 561ts 24 in Bat Chd .2-84 Down 5611s 24 in Bat Chd 14-94 Down ' 56Ibs 24 in Bat Chd 1644 Dom 561ts 24 in Bot Chd 18-94 Dam 561ts 24 in Bat Chd 2094 Dam 561is 24 in Bot Chd 22-94 Dam 56lbs 24 in Bal Chd 24-94 Down 5611s 24 in Bot Chd 2644 Dew 56 lbs 24 in Bat Chd 29-8-4 Dam 561ts 24 in Tcp Chd 29-1012 Dam 711s Bat Chd 29-10-12 Dam 145lbs Member Forces Summary Table indicates: Merrba11),rmxCSl,mazadalforce, (maxconp:force ifcbff=tfrom rmrza)dalf=) Truss -to -truss Connections Summary ID Canied7hss Carrying Teas Canyingo9sct Angle TT23 A21G _ BIG 5-10-4 270 deg LIT52 .. J59E :, A21G _ - 0&4.: 90 dig TT52 159E A21G 2-8-4 90 dig TT52 J59E,. A21G 44-0, 9(ldg TT52 J59E _ A21G 6-94 90 deg TT52' .. • .J59E A21G ... _ 84d, _ 90 ft :. T152 359E A21G 10-84 90 deg TT52:.' 159E - - - A21G' 12-84 90deg TT52 J59E A21G _ 1484 90 deg ' TT52 _ .. J59E _.. _ A21G 164d .`� , 90 deg ' TT52 J59E A21G 18-84 _ 90 deg 359EA21G- 2044„' 90 dig TT52 J59E A21G 224-4 _ 90 dg- "TT52';' ME A21G - 24-84 ,-90d:g TT52 J59E A21G 26-94 90 deg TT52. J59E . A21G 294-4 90 deg. TT51 CJ59E A21G 29.10-12 135 deg . Notts: 1) This design is based on ASCE 7-10 as referenced IV the 2010 Florida Raking Code. 2) Unlabeled plats arc 2c4 20� 3) When this bass has brut chosen fa gality assurance inspection, the Plate Placertent Mdhodper TPI 1-2WA32 shall be teed Cq=1.17. 4) Tnms4otwS emnection is fagmphiml interpetatim mly A hangs otherstnrMal connection shall be pmAdcd to mist the trax reaction and tplift sham in the Reaction S-.Wy 5) Provide adx}ate draina¢ to prsmt pending 6) ®Indents continual lateral rstraint(CLR)m4dmdatthelomtion(s)sham. RaysofCLRmatbeadWielydiagartallybmoed,sec D-V)EBC(RBRACE Fwallematimto CL&mddagmalbeadingsec D-VABRREWFORCE 7) The forces sham forthis tndtilly bras areperplyandthe reactions are faall plies. Two id heal mass shall be Wit and attached as fdlovs: TC-I row of10d Nails orGun Nails [rrdn.12"x27/8"]Q6.5"aa, BC-1 rev of IOd Nails aCm Nails[nun . 12"x2 7/8"] Q 12" o.c , \Vz s -1 rev 10iNails crGosh Nails [trun , l2")2 7/8"] C 9 " ox- 8) Fasteners are sized far a sitrply stgparted hmifamly Imdd teas. If the teas is not sinply stgpWod a isolated point Imds edst i.e. point Imds are not consistently spaced orgreater than 24" aa, fasteners mat be sized by the ums men=. 9) Where tegdreQ sufficient hangs shall be provided others)io mist reactions sham. 10) Instal the screws/nails ca me sida; do not flip Ines. S=ws/nails shall be installed in the same mess ply thW the hangars me attached to 11) lateral bracing shall be attached to each ply 12)All fasteners ninimmt 2-V2" long unless otherwise noted 13) Nails in Ist and 2nd ply shall be staggered flan swcessive plies by 12 the nail spacing . 14) Listed wind r 0ift reactions based m MWFRS Only loading V U�b9@l1 g@® 00 gp®©ep a° � pLU g8go5a% Ra07'ICE`Mopyoflh'sd:iym.haAbefumdmdtothecmct6ncontmcim The desgmoflhkb&iiw1trus'sbaxdon desgncrierh mdmquiemcnlssuppkdbytheT=u&neaclweraMrcRsuponlhcaccroacyaodcompL•lemsoflhe nformalhn Stephen W. Warter .act""", bythe BuBTng Desgher. AmalonllltdmwhgidLalesaceepamcofpnfessmalengrcemgseqoniBysLVorlhetnrscompownt des�dm— Thesdabbyand=onh'scompo % fmanypaniubrirvWbgdeA in,,hemspnbSsyof SW2 FJr N54393 the BuMingDsigm r,perAMVrPl 1-2007 Lhapleri•WAIWBKi'Tmmsrcqure poperhardNg erectbgrcamnt and bmcng.RefertothcblcaediimofBC51(BullhgCompooenlS3felyWormatnnpnlyprodmedbyTPland9lCA)forpoper R 6aa6lunmetG+dsandinpon= afty ibmatia—latugio the entire consmctbnjwmes N the abxnceofTec'den. llianandtempomrymsmnl/bmeugsNcifealbmbyathemlhei93blbn(acid'ngica6rtbntoLmnces)andtempomry 2590 N. Kings High. FL Pierce F1:W951 rest-Ilbracng°flbetramsshalivnaccordi ewibBCS7-BIandBCSFB'_Tr saborcgd=NmamnlmslmnVbmengofchmdsandcenanwebmembem(whereii&atea Tbi;dmwngonlybdcatestMhcatbmdbgfmhlemlrcamnlThe mcrhodofidr.g&lanosmcordae4runtCSl.3orBCI-B7adedbytheBudli RTANr-rpmdTOg..II,esibetr2;kmanu tnsdiiaccrd=c%vkhthndrauingandthqother;lh'sshixcirLhAt4s dbysandardidusrp•hlemlrearant and ,S bemmifact=dbykn. cnSt ac i:Comr W,In hoccordmceivkbP R-1762ttTAN ectupht ammogaelr°s's kspec&dphte*ei;ncewihthsdmrt,&dlhi:atcs lgga epblydnA1.8UT171 Chaper3. Mcomectorphms9u8 4,2— bemaoWSmuredbySmpvnStmng-TL Company,NenaccoNancewihP-9t-17�.AOconnectwphlesam 20pge,uvYssthe specCrdphte s¢esfo0 tedbya"-18"ub'shvd'ramsan t8 gagephte. TC 1-2 2-3 0626 0770 2,8:'71ts A4611h, (-I,63511s) (-2,57/ Iles) 34 46 a7t5 0681 498811s A3601h; (-2,8711hs) (-249811s) 67 7-8 Q760 0296 A36011s 471h; (-?,49816s) 8-9 9-20 0755 0227 481ts -91ts (2l trap BC 10.11 0270 Olts 12-I4 0479 •2,52fi Its 15-17 06A -438611s 18-19 0.269 T/ The (-31ts) 11-]2 6570 -2,5761h; 14I5� 0740 4,911 Ibs 17-IS 0500 -2,7501ts Webs 1-19 0.719 1,88311s (-1.0271ts) 3-17 Q344 901 Ih; (-3S4Ibs) 614 Q235 6161� (-Z28 Its) &11 0218 5721ts (-2291ts) 1-18 Q852 -3,2431Fs 115 0285 -5981ts 7-14 a954 -?,00216s 9-10 0019 I2511s (_i31ts) 2-18 0612 1,602IFs (-7/11ts) 415 a114 ?991ts (-�Ils) 7-12 0072 1761ts 2-17 0889 -1,S641ts 414 a273 71611s (-4751ts) 7-ll Q656 �0911ts (-1,750Its) [7Version:435.2 Southern Truss Companies, Inc. Truss: B1G -: 2590 N. kings Highway JobName: WS-5512-C-BR BAL-EXIN SOUTHERN Fort Pierce,F134951 Designer. JAO tionsTM TRUSS Date: 4/9/2014 25835 PM COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Page: 1 of2 Build 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 29-11-0 5 /12 1 1-6-0 0-0-0 0-0-0 0-0-0 3 12 in 21816s 31-5-n 1-6-0 2-11-2 2-11-2 2-8-10 2-8-10 3-B-8 3-8-8 3-3-8 3-11-8 3-11-8 2-11-2 5-10-4 8.6-14 11-3-8 15-0-0 18-8-6 22-0-0 25-11-8 29-11-0 4-0-0 • J21,A3 J21 A4 12 6x8-18 / 2x4 i 6x8-18 \ �5 5 6 7 12 3x4 ! 7x8-18 - 6x4 - 7x6 - 5F- 4 8 9 10 3x4 / 3 m q 3x24 / mi o S m 0 6x9! } 1 20 19 18 17 16 15 14 13 12 2x4 I 4x7 1 4x4 - BA - 4x7 - 8x5 - 5x7 8x6 - 11 5x12 i A21G A20 A19 A18 A17 A76 A15 Al Al A2J21 AS 0-0-0 0-0-0 2-11-2 2-11-2 2-8-10 2-8-10 3-8-8 3-8-8 3-3-8 3-11-8 3-11-8 2-11-2 5-10-4 l36-14 11-3-8 15-0-0 16-8-B 22-0-0 25-11-8 29-11-0 Loading General CSI Summary Deflection L/ (loc) Allowed Carried Leads(pst) Bldgeode: FBC 2flla TC: 0.M(2-3) Vert TL' a47 in w735 (14-15) L1240 TCLL: 23 TPI 1.20 BC: Q88(14-I5) Vert LL 0.21 in L/999 (14-I5) L/360 TCDL: 0 Rep Mtrincrease: Yes Web: a94(10-12) Hon TL• n12 in 11 BCIL: 0 D.O.L : 125 % Crap Factor, Ka= 1.5 BCDL: 10 Plate Offsets Qntx,Y,AngY. (16AQ 2,1IJ (21-1Z31,23) (3:1-1Z31,23) (4:1-IZ31,21) (5*,W,4-5,23.) (6:043-8,9(l) (414Z3Aa) (1(k34i,3A0.) (11:7000.) (121-IZ5A(t) (13:3-8,4-12,90.) (14:0Q4-Q0) (1761125-8.0.) (18.1-IZ4-1290.) (IM. 5.8.9a) Reaction Summary ]T Type Big Gnbo ft Wdh Material Rgd Big Width Max React Max Grav Uplift Max RSnd Uplift Max l)plift Maz Hodz 1 Pin(Wall) 1 8m Coracle Masonry 300m 7,608 lbs - 7,021ts 7859lbs 1641ts II HRd](Wall) I 7in Coacrde Masonry 4.05 in IQ287lbs --$8591ts'Abs859I Material Summary Bracing Summary TC SP (ALSC6.2013) SS 2x 4 TC Bracing sheathed a Ptalins at 5.I-0, Pmlin design by Others. BC SP (ALSC6-2013) SS 2x 6 except: BC Bracing: Sheatheda Pmlins at 6.2-a Praha design by Others. 14-16 SP (ALSC6-2313) 92 2x 6 Webs SP (ALSC6.2012) 13 2x 4 except: 9-13 SP (AISC6-2013) tR 2 x 4 312 SP (AISC6-2013) IR 2 x 4 10-12 SP (ALSC6-2013) N2 210-H. SP (ALSC6.2013) tR 2 x 4 Loads Summary 1) This bass has been designed for the effects de to 10 psf battom chard live load phs dad leads. 2) Standard Iaads m Trrases Carved by this Girder. TC U,c = 20 p f;TC Dcd= 0 psf BC Lire - 0 psf BC Dead= 10 psE 3) This bras has been signed frr the effects ofwind loads in aaa dance with ASCE7. 10 with the fcllaving eader :fined input: 1701rph ultirtate, F_+posrue C, Overall Blip Dims 85. It x 60 ft, h = 24 k Not F�dTme Ttrss, Neitherendwelacansidned DOL=1.31, CC Zane Width 6 fL 4) Mnimmr storage attic leading in accordance: with IBC Table 16OZI has not been applied load Case Lrl:Stdlive Load ®988 BAD g® Point Loads fie® �A ®B6?e menbrr Location Direction Lead Tab Wilth ° o e °Gx° °�^ Bat Chd 5-10-4 Do rt 1,06811s %.l. o ° S E Bat Chd 7-]04 Dam 60511s 24 in O© ��°1 � 000 a mo'J Bat Chd 9-104 Dam 5951Fs 24 in Bat Chd 11-104 Dam 60011s 24 in � q Bot Chd ]3104 Dam M bs 24 in of Chd 15104 Dam _ 5971hs 24 in cza Bot Chit 17-104 Dom 597IIs 24 in Bot Chd 19-8-12 Dave 7-17 Rs 24 in Bat Chd 249.12 Dam 7L7ls 24 in ° Box Chd 7L9-12 Donor 727Ib; 24 in ® o xo Tap Chd 22-114 Down 13211s 24 in u o Bed Chd 24.9-12 Dom 727Ibs 24 in o �� \'0Oa aC a Top Chd 24-II4 Down 1321bs 24 in areG, Bat Chd 26.9-12 Dam 727 lbs 24 in ® � °° �k\.. V p� Top Chd 26-I1.4 Down 132 its 24 in ©o L o ®� Bob Chd 28-9-12 Dom 7271h; 24 in o o e e ° ° " `1 -NOfICF"kc pyofthBde..ostmlbefmndKdtotheemetbnconimclor.lie deognofthi;j3&ilualt a(;msedmdesmcriemandmquiemenis.aWiedbytheTru I nufactmermdlcksuponlbeaccuracyandcompL•temsofthenI.Wilun Stephen W. Warter selfonhbylheBudibglksgner.A=lanth'sdmuugil&atesacceplanreoffwfesmealengueemgreslnnsbdrymL•H forth. rruscomponenf de p i—The adabTuyaod—fth'scompo°ent foranypvtrulvbm5)hgdesignslheresprrmbSryof Sblct. FngH54395 theBurtf'ngAskner,perASSI)TH I.2f107 C'hapie,2.-WARNWCTrrrs mquiep V° ,himlhtg,emciinm9mmandbmcng. Refertold:htes edibnof3CS1(BuiibgComponenl SaklylnformatbnphlypmducedbyTPlandSBCA)forFnl., 2590 N. Kin Hi FL Pierce Fl M951 n9aIbtbnmeihodsandmponan mroyirb atbnmblklglotbeemiecongmcti)nFr mNtheabx...fq cif iiaDibnandiempomrymsImul/bmcbgspecdeeatbwbyolle thei9akl'un( hdbgn9abtb toL•mnces)andlempomry �• n:smbf/bmcbgofthctu ssbalbeboecordanceuih BCS7-Bl andBCSf-Bi Trusxsalimquiepermanemm9miNhrzebgofebordmdceaaboebmembem(xbere bdhaled).Th'sdmsvbgony bd'eatesthe bcalb cfmhtemlmambl.The methodoC:dieiivahnasmemberreambWmebgSuObens pee'fedln the Buhii4lkspmrperATSVff7l,ClupterZ(sped. L—p—...l bmcbgdes�nsrwl px%db)-ot1wrs.thi:duCbeaccompFhedbysandardidu ryhtemlreambt and dhgorulbacbgdelabbacconlamc%vihBCSI-63orBCSI-B7asappkabL•.•DtIPORTANr-MdcsgnassmmslMtnrs'amanubctmedhaccordamewihth'admtrmgandtbcgmfiycriee.VeiredhANSVM l Chafter3. Aaconoae rphl-1-11 hcmmufaclumdbySmpmnStmng.Ti Compmy,6m baccomancewihM-2762.Alcoromclorphtesam 20g.p,unbsslbe pecifcdpbte s¢a'sfolbuedbya--Ig"xbehudimtesao 18 pgepbte. _` Southern Truss Companies, Inc. Truss: B1G 2590 N. kingsHighway JobName: WS-5512-C-BR BAL-EXLN SOUTHERN Designer: JAO Component SolutionsTM TRUSS Fort Pierce, F1 34951 Date'. 4/9/2014 25835 PM Truss COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Page: 2 of2 Version: 4.352[Build 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 29-11-0 5 /12 1 1-6-0 •0-0-0 0-0-0 0-0-0 3 12 in 218 lbs Load Case D 1: Std Dead Load Point Loads Matta L.eation Direction Lead Trib Nidh Bat Chd 5104 Dann 5751ts Bor Chd 7-104 Dave 299Its 24 in Bat Chd 9-104 Dam 29711s 24 in Bet Chd 11-]04 Datm 297lbs 24 in Bat Chd 13-104 Do vn 299 Ras 24 in Bet Chd 15104 Damn 2981ts 24 in But Chd 17.10-4 Dawn 2991}s 24 in Bat Chd 19-&12 Dam • YA lbs 24 in But Chd 209-12 Dam 364 lbs 24 in Bet Chd 22-942 Do+m 379 lbs 24 in Tap Chd 22-114 Dam 21 lbs 24 in Bat Chd 24.9-12 Dam 38816s 24 in - TcpChd 24-114 Dam 21 lbs 24 in Bat Chd 26.9-12 Dam 379 Roo 24 in Top Chd 2ti114 Dam 21 lbs 24 in Ba Chd 29-942 Dam 379 Its 24 in Member Forces Summary Table indicates: Menge ID, tmrz CSl, n—axial /eoq (non oorrpr force ifd6ercht fc. mx at;al face) Truss -to -truss Connections Summary ID CaniedTms Canyin Tnss Canying OHcet Angie TI"h� A21G _ BIG _ 510.4 270 deg T124p . .,A27 .' •.. '• , BIG„•. .7-10-4 270 d�... TrB A19 BIG _ 9.104 270 deg , A18 BIG- . , .. 11-104` , , ' 2Adg TL27 _ A17 _ BIG I}104 270 deg T128' A16. BIG ' 1S10-4 270deg TI29 A15 BIG _ 17-104 _ 270 deg - ,. TT-;o. '.. AI•:.'•.- _ BIG. 198-12.. ..: 90dtg.. Tr30 Al BIG - 20.9-12 _ 90 �g _. T131 A2 BIG" M-9.12 � � 90 deg Tr32 321 - - BIG 22.11.4 90 deg Tb'1T., .. A3 . BIG - 2 -9-12 90 deg TI32_ J21 - - -BIG - 24-114 90 deg T'I34 .. „ A4 BIG" 3&942„ 90 deg .. Tf32 J21 BIG 26.114 9odg ... _T3571 ".A5 BIG' - � 79-942 90 deg Notes: 1) This design is based on ASCB 7.10 as referenced by the 2010 Florida Building Code 2) Unlabdedplats are ba420gt 3) When this toss has been chosen for gaalityassmance inspection, the Plate Placahnn MedhedpaTPl I-2VJA32 shall be used Cq= t17. 4) Provide adegmte dainage to prevent porhdng 5) The fats sham for this mdti-ply teas are perply and the ractiets are for all plies. Three identical busses shall be built and attached as fdlams: TC-1 mvoflOd Nails orGun Nails [nin.Ir'x27/8"]©&5"am, BC-2staggrodrays aflOd Nails crGon Nails [ndn .12"'x2 7/8"] a13" am, i� -1 now 10dNails a Gmh Nails (r in .12"x2 719") © 9 " am. Rspat nailing as each layeris applied 6) Fasteners ate sized for a sinply sgpated mif°mly laded toss. If the (ass is not simply supported a isolated point lad: edst, i.e. point lad: are not consistently spaced or grater than 24" am, fasteners mat be sized d! the toss engines. 7) Where requted, sh�dent hangers shall be p roAdod (by others) to mist mctions sham. 8) Install the scresys/nails on me side; do not flip teas. Screws/nails shall be installed in The same tnss ply that the hangars are attached to. 9) Laleml bracing shall be attached to each ply. 10)All fasteners noniman 2-12" long unless ehcwise noted I I) Nails in 1st and 2nd ply shall be sta�rod ftunsuressive plies b/ 12 the nail sparing M) Listed wind uplift reactions based on MWFRS Only Imdng V U i I'{ ®9�e a®a1N•Be ,R boo ere � S E °v e* ono e 0 ao �� To 00 ® -NWICE"Acopryefthisdeq dmlbef=ilmdrolbcerectivcontmctor.Tbedesymofthsihdiilmlt hbazdmdesphcrfernandmquiememsMVL-dbytheTru Mmufacimrandmb:supontheaccmcyandcompltcnesoftbchfmmatha Stephen W Warte< xl fmhbylhe BuBd'n@Arentt.Axalmthsdmrr�ghdcatnsacceptanceof(rtofesuhwlengueetugrc�onDSrysl:lyf rlhcl Rcomponrnf dcsiph dunha The miahTuyandhazofth's<omponem faanyrynEubrdhifhgdeepm'stbe respondh5yof 1LaBu3lhg ns—.perAIZlIr ll-'_IXf7Mpterl'WARNW -Tru mquitiNmxrhanding.erection,resmhtmdbaeng.ReferiothchteaediunofBM(BuhlugCompmenl SifelybformalbnphtyprodwedbyfPlaMSBCA)fmFoper Slnxt FllgH54395 u9a2abnmethadsaMmpaant ref tyhf athnreffihgtatheentiecml9nMlhnlmceslnlbea6ameeo[q>Lefe ih°aQhli+naudtempomryrcSmhrMac'ng�ecifcatbnsbyol6ersWert4ahhthn(rcirdingava6htimtolmn<es)andlempomry 2590N. Kings High. Ft Pierce Fl 34951 m9mht/bmchgofthein ssballzhamordmcehvihBCSI-BlandBCSI-B2.T—sm l.mquiepermanenlm,Imin/bonchgofcbordsoMcenahuubmembee0vhemhdzated).Th'dmamgonyhd'catestheMatbwr hlenim.4mht7he metbodofnot'stlmlt—memberrearaht/b—i.gdu0be.sVecdedbythe Bugli.SD!.* rpcANYMI,CTupter2;GspecTCtruspermanmthmchgdesgnsnDi.incfedlry•others,thisdta➢beaccomphhedM sardardhdu4r)•hlemlrcarahtoM dngomlbachgdet.Nhacemdencev3hBCSI-B3o BCS1-B7as.ppEabk.-BIg RTANr•Tbsdesiivasvmesthetnasmmraclurednacemda ce ihihsdmnngandtWgm5ycriemspecdedhAt2SMl 1 C1°Mer3.Alco—torphtes.�.il bemamhGct=dbySmrmnSimng-TeComlmny.Nc haccordareeu�ihFSR-'-762.Aiumceclorpbtesme2Hgage.wkslbe g=ifedphle s¢e'sfohbnedbya "-Ig" ubchisd'eatesan lggagephle. TC 20l 0.0t1 •S lbs; 3-0 0.556 44741ha (-5,35`Ihs) 6-7 Q490 5,(A611s (-0,85811s) 9-10 0. 1-2 2-3 0.690 Q7Lt Ci28711s 7,24811s (-5,0.321ts) (•5,7891ts) 45 Sb 0.501 0.490 5,74611s Sfi0611s (-0,8541b;) (-4.>1581�) 7-8 &9 0.501 0611 5,74711s 597311s (-5,0771hs) (-5,1i111s) 398 J,61I Its (-3,2131h;) BC 11-12 0.143 011s 1415 0.875 -Sy297I1s I7-18 0398 {>,71411s 12-13 0309 -3,6111is 1516 0844 -5,29211s 1&19 0.447 -5,72I� 1}14 0.466 f>,Of411s It:17 Q_XA -59781hs 19-I 0.514 -5,7R Ih Webs 2-19 0.2L+8 Rubs (-5541h;) 416 0448 1,1711ts (-7821�) 7-]4 0694 -1,71i Iles 10.12 0941 4,9it lbs ' 2•IB 0.324 -1,17691hs SI6 0.495 -1,71b lbs &14 0.424 I,H211s (•I,OI4Ibs) 1011 0.735 3,4661ts (-3,0691bs) }IB 0.227 -969Its S15 0.244 63911s (-58G IIs) &13 0.578 1,51516s (-1,�91ts) }17 0.40.3 LOSS Ih; (-59416s) 615 0.011 2811s (-0lh;) 9-13 O.u"t0. -3,�391h; , 417 0.320 -],2�Its 7-IS 0.159 •5571ts 9-12 0542 2,SSt lls (-2,10216s) Southern Truss Companies, Inc. Truss: J21 2590 N. kings Highway JobName: WS-5512-C-BR BAJ EXLN SOUTHERN TRUSS Fort Pierce, F134951 Designer. JAO Component SolutionsTM COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 4/9/2014 2:5836 PM Truss Page: 1 of 1 Version:435.2[Build 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 2-1-0 5 /12 3 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 13 N 0 i 2-1-0 2-1-0 2x4 l 2 B1G 82G 0-0-0 0-0-0 2 1-0 Loading General CSI Summary Deflection L/ (loc) Allowed Lead (1st) Bldl;Codc: FBC 20W TC: 0.62(5-1) Vat TU 0in L/999 (3-4) L/240 TCIL: 20 TPI 1-2007 BC: 0.04(34) Vat ILI Din L/999 3 L/360 TCDL: 0 Rep Mbimaease: Yes Web: 0.61(14) Hoer TL• Oin 2 BCLL: 0 D.O.L : 125 % Crap Factq Ka- 1.5 BCDL: 10 Plate OBsets(JnCXYAng)• (1:1-124-$90) (2,1-1Z4$90.) (3:1-123$90.) (4:1-123&9O) Reaction Summary JT TWe EMCmibo Brg Wldth Material RgdDgWdth Max React Max Gm Uplift Max Wind Uplift Max Uplift Max Hertz 4 Pin (foss) 1 1.5 in - 3,00 in 152 ls - .15411s-15411s 210 ls 2 H Roll (fuss) 1 1.5 in - 3.00 in 771bs -9ls -371ts -3711s - Material Summary Bracing Summary TC SP (ALSC6-2DI3) (2 2 x 4 TC Bracing ShmthdorPudins at 6-3Q Ptatin design by Others. BC SP (ALSC6.2013) (2 2x 4 BC Bating SheathedorPudins at 104Q Pmtin desip by Others. Weds SP (AISC6.2012) 03 2 x 4 Loads Summary 1) This toss has been designed fa the eBads do to 10 psfbottom chmJ live lead plus dad Inds. 2) This truss has been designed for the eBats ofwind Inds in accordance with ASCE7. 10 with the following user defined input: 170 rph Wdratq EVM= C, Overall BlctD'uts 85 ft x 60 @, h = 24 R Not End Zane Truss, Neither end web omsidied DOL- 1.33, CC Zme Wi(kh 6 ft. 3) MLnitnan stm r, attic leading in accordance with IBC Table 1607.1 has not been alpliad . Member Forces Summary Table indicates: MeriaID, me CSl, max axial fora, (nax cartz form ifd ilcrent ban rax axial face) TC Sl 11E 25lbs 1-2 0.347 45 lbs BC 34 0.0.39 011s (�I Wehs 14 0.610 4551bs (43211s) 2-3 am 4211s U Truss -to -truss Connections Summary © 0S@B 8®® ®©®©® ID Carried Truss Can4ngTnss Caning 0&U Angle TT32 321 BIG 22-114 _ 9D deg®Q �� ° o e c° o 0 0 0 ° lid�V BBB TT 32I BIG - 24114 - 90 deg ®O J E B TT32 J2I BIG 2&IIA 90 deg 00 o°°G o B Ti64 J21 H2G r1114 90 d:g' Tf64 J21 B2G 24-11A 90 d;g o Q0.61 A� o 7f64 - J21 S2G 2&114 90 deg Notes- o �o �O°° 1� 1) This dsign is basedar ASCE 7-10 as nefarnadby the2010 Florida @rilding Cow LU 2) UnlabJd plates are 2x420p. m ° IV\ V_ 0� o m 3) When this bias has bem chosen fa quality assurance inspectiat, the Plate Placement Method paTP11-20VA3.2 shall be used Cq= 1.17. ( o 4) Bdlding Daignershall veriyselfweight ofthemss a clothadadlosdutatdals donut eared TCDLO{sf m 5) TmS4p etas cmnectim is fxgaphical intaperafim mly A hangmaraherstnrnaal carnation shall be provided to resist the nax reaction and uplift shown in the Reaction Sammy cp 6)Ustedwindupliftrreaims basedon MWFRS Onlylmding o °e ®B®88�� S ®®� ®®®® Stephen W. Warter Strut Fag 9 54395 2590N. Kings High. Ft Piece F134951 'q17 Southern Truss Companies; Inc. Truss: CJ21 a- 2590 N. kings Highway JobName: WS-5512-C-BR BAIrEXLN SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsTm TRUSS (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: Page: 4/9/2014 25837 PM 1 of2 Truss COMPANIES Version:4.352 [Build 1 Pitch Qty OHL OUR CANT L CANT R PLYS Spacing WGT/PLY Span 2-11-6 3.49/12 1 2-1-7 0-0-0 0-0-0 0-0-0 1 12in 16lbs 5-0.13 2-1-7 - 2-11-6 2-11-6 2x4 1 2 JIE 0-0-0 0-0-0 2-11-6 2-11-6 Loading General CSI Summary Deflection L/ (loc) Allowed Caniedt.oad;(}s* Blto Code: FBC 201W TC: 0.70(1-2) � Vert TL Oin L/999 (3-4) L/240 TCLL: 20 TPl 1.20W BC: am (A Vert LL: 0in UP L/999 3 L1360 TCDL: 0 Rep Mlrin=e: No Web: Q28(IA Harz TL am in 2 BOLL: 0 D.O.L : 125 % Cmep Facia Ka= 1.5 BCDL: 10 Plate Offsets (1nM Y.Ang)• (I:I-IZ4-$90.) (2.,I-1Z;Z9Q) (3'1-123ua) (4.117.795) Reaction Summary 1T Type Big Cmbo HK Wdltlu Material Rai Hg Nld>Vu Max React Max Gov Uplift Max Wind UdiB Max Uplift Max Haii 4 Pin OVa11) 1 6,375 in Cmerele Masonry iw in 69 lbs - -901hs 91 l s 1N Iin 2 H Roll (rnss) 1 1.5 in - 3.00 in 2931ts -911ts - -91 Its Material Summary Bracing Summary TC SP (ALSC6-2013) Q 2 x 4 TC Bracing Sheathed a Pmlint at 6-3{l Paulin design by Others. BC SP (ALSC6.2013) (R 2 x 4 BC Bracing Sheathed a Pudins at IGOQ Paulin design by Others. Wets SP (ALSC6-2012) N3 2 x 4 Loads Summary 1) this toss has born (gioed fQ the effets due to 10 (sf bothun chord live 1®dplus dad loads. 2)Standard L.A. Tosses Carved by this Gial u. TCLi,e=20(sQTCDcd-OpsQBCli,e=Op;f;BCDead=10psC �C, U,eall &dg Dins 85 3) This Inns has been designed fir the effects of wind leads in aomdzna with ASCE7-10with the following user defined inpd: 170 trph dfi=te, F>�s It x 60 fl, h = 24 R, Not End Zme Tnss, Neitherend web =sidxed DOL= 1.33 , CC Zane Width 61 4) Mniunnn storage attic loading in accordance with IBC Table 16Q7.1 has not been applied Load Case Lrl : Std Live Load { ' Point Loads Meubc Isati. Direction Load Tnb With Tap Chd I-11-1 UP 66221� ®00® ®�'l1 ®B©®t%B Top Chd 1-ll•I Up Load Case DI: Std Dead Loadff Point Loads Merrbc Location Direction Lzad Bib Wdth Bat Chd 1-11-1 Dawn 7Its q •� o ° t�� °o p Ilat Chd 1.11-1 Dawn 71ts O e V J ° O � on Member Forces Summary Table indicates: Menber ID, CST, ma abRon, al (ma c.pc face ifdReda t lion a aural face) nmd m° ado TC SI Q629 -171[s 1-2 Q696 81 Its (-SO Iles om ° (� 13C 3-0 1. I,.t Olbs o Q ` o m Wets 114 0276 1761bs (-50 Rs) 2-3 QC20 481hs Truss -to -truss Connections Summary o ID Carved Tess CarrAgTms Carrying Offset Angle TT65 !IE Cl21 I-11.1 45deg "o ip o F L O a, ° TT65 1 tE G21 1-11-I 315 deg ® ° o ° o ° ° ° o ° o b �®aae Stephen W.Warter Shutt. Eng454395 2590 N. dings High. Ft Pisa F134951 l( Southern Truss Companies, Inc. Truss: CJ21 " SOUTHERN 2590 N. kings Highway JobName: WS-5512-C-BR BAL EX1N TRUSS Fort Pierce, F134951 Designer. JAO Component Solutions'M 800 232-0509 772 464 4160 772 318-0016 Fax Date: 4/9/2014 25837 PM Tniss COMPANIES ( ) ( ) ( ) Page: 2 of Version:435.2 [Build 11 Span Pitch Qty OHL OHR CANTL CANT R PLYS Spacing WGT/PLY 2-11-6 3A9 /12 1 2-1-7 0-0-0 0-0-0 0-0-0 1 12 in 161bs Notes: 1) This design is based on ASCE 7-10 as telerenced "e 2010 Florida EltdldngCod= 2) Unlabeled plat. are N4 20gx 3) Man this mss has been chosen for gality assurance inspection, the Plate Plac t Method porTP1 1.20P4A3.2 shall he wed. Cq= 1.17. 4)Tnss4o-tnas=neaimisforgaphialintgxetatimmlg A hangr orctherswawal=nation shall he pwidsl to mist the tone mcdon andg01 sho in the Rewtion S�ama�y 5) Listed wind tali@ reactions based on MMFRS only loading V V� XOE5 ° °oo °o® o0 ° °°o o0 o ° v 6�� o • off,° �g �m a. a m ° art o F L O °° ®oo Stephen W. Warter shttet. Fng0 54395 2590N. Fang; High. Ft Pi=F134951 q7 Southern Truss Companies, Inc. Truss: MV2B. 2590 N. kings Highway 7obName: WS-5512-C-BR BAL'EXIN SOUTHERN Fort Pierce, F134951 Designer. IAo ent Solutions'M FFv—.2 TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: Page: 4/9/2014 25838 PM 1 of Truss 4352 [Build 1 an Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 1-0 5 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 ] 24in 9 lbs 2-11-0 2-11-0 2-11-0 12 5F— 2x4 1 2 lV q cif 2x Sr I 0-0-0 0-0-0 2-11-0 2-11-0 Loading General CSI Summary Deflection L/ (loc) Allowed Lead (p;() Bldg Code: FBC 2010e TC: G29(1-2) Vat TL• Oin UP in L/999 L/ 939 (1-1) L/240 (1-1)L / 3fA TCLL: 2D TPI 1-20W BC: 0.19 (3-1) Vat U-1 0 3 TCDL: 0 Rep Mrinaease: lees Web: 0.19(2-3) Here TU Oin BOLL: 0 D.O.L. : 125 % Crap Factor, Ka= 1.5 BCDL: 10 Plate Offsets OnnXY.Ane): (1: M-I423.) (2:1-124-$90.) (3:1-1234t90) Reaction Summary ]T Type Big Carbo Brg Wdh Material Max Ract Ave React Max Grav Uplift Max Wind Uplift Max Uplift Max Hai. 1 Continuos 1 35 in Cmaete Masonry 1341hs 64 plf - -82lbs -82 Res 223 lbs Material Summary Bracing Summary Tc SP (AMC6-2012) 93 2x 4 TC Bracing sheathed a PLdins at 6iQ Pudin design by Others. BC SP (ALSC6-20M ❑S 2 x 4 BC Bracing Sheathed a PLelins at 6'tQ Pu din desigi by Others. Weis SP (AMC6-2012) HS 2 x 4 Loads Summary 1) This truss hasbeen designed far the cffc=ofwindleads in accordance withASCEI-10withthe following tser defined input: 170nphtdtimle,ExpstueC,Overall Bldg Dim 95 ft x 60 ft, h = 24 ft End Zme Tess, Neither end web considered DOL=1.33 , CC Zme Width 6 ft. Member Forces Summary Table inrbwtes: Me ihff D, =CS1, ntax a)dal face (mo, co pr force ifd ff rent fiont=a)al to=) t Weis 2-3 0.191 1761hs (-351M) ) ^ 1 �hJj 1L Notes: 1) This sign is based on ASCE 7-10 as tef=oed by the 2010 Florida Wiling Code 2)Gable room continuos hcttomchordbearing 3) Gable webs placed at 48 " o.c., U.N.O. ��e®� oiAA�fo7 ��BeOBB 4) Attach gable webs with 2x420gt plates, U.N.O. 5) When This tnss has been etlwon fa t}taliry assurance inspcction, the Plate Place nett Method per TPl 1-200NA3.2 shall be used C9= 1.17. 6)OdldingDsignershall verify sdfwdgttofdtemas andotlterdadlwdrlalerials drnor exceed TCDLOpsf ®000 d"� � C °OO° BBB C °Oe m©© 7) listed wind tolft reactions based on MWFRS Only loading 000/ ` of o elm ® a W m e p m o � od® ope°° �"� �� q o e ° L 0 ®®®®�+F �S S I W, O®o g 8106a Stephen W. Warter St"I Eng 0 54395 2590N. Fangs High. FL PierceFl M951 R `% Southern Truss Companies, Inc. Truss: B2G ~" ' SOUTHERN 2590 N. kings Highway JobName: WS-5512-C-BR BAIrEX1N Fort Pierce, F134951 Designer. JAO Component Solutions'fM TRUSS Date: 4/9/2014 25839 PM Truss COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Page: 1 o£2 Version:4.352 (Build 1 Span Pitch Qty OHL. OHR CANT L CANT R PLY Spacing WGT/PLY 29-9-4 5 /12 1 1-6-0 1-8-12 0-0-0 0-0-0 1 12 in 178Is 33-0-0 1-6-0 5-1-4 4-5-4 4-6-6 4-6-6 2-1-11 7-2-0 1-10-0 1-8-12 5.1-4 9-6-8 14-0-14 18-7-5 20-9-0 27-11-0 29-9-0 4-7-12 4-7-12 J21 J21 J21 512 F- 4x6 - 5x5 - 6 7 12 5x5 - - 3x4 - 5x6 \ 75 3 4 5 8 12 16 51 3x4 / n� 2 991 �,�0 33 dd OY O 1 15 14 13 12 11 10 9-p-0.4 2x4 I 3x7 - 3x4 - 3x7 - 3x7 - 2x4. I 0-0-0 0-M 5-1-4 4-5-0 9-0-13 9-3.11 1-tU-0 11, 9-6-8 18-7-5 27-11-0 29.9-0 Loading General CSI Summary Deflection L/ (loc) Allowed Carded Ixads fisl) Bltcc&: FBC 2010' TC: 0.52(1-2) Vert TL• 0.17 in L/999 (11-12) L/240 _ TCIL: 20 TPI 1-2007 BC; a55 (11-13) Vert LL• 0.06 in L 1999 (11.12) L / 360 TCDL: 0 Rep Mbrinaense: No Web: a42(8-10) H=TL• 0.01 in 8 BCIL: 0 DAL: 125 % Creep Facto Ka=I.5 BCDL: 10 Plate Odtels(Jnt:X,Y,AngY. (1:3-I1,4-Q90.) (2I-I-2$,a)) (1, 3-1 ) 4:OQ3$a) (S:O3,1,'7a(6KIU) (7:OQ}9,o) (8:41Q1-14,23.) AM) (Ia(]11-I2a23(12(14:0-0349a) Reaction Summary JT Type Ery C-bo Brg Wdth Material Rqd Brg Wrath Max Rmrl Max Gray Uplift Max Wind Uplift Max Uplift Max Haiz 1 Pin (Wall) 1 8in Cmaere Masonry 300 in 487 lbs - A60lbs 4601hs 2131ts 8 HRoll (\Val[) 1 5.25 in Concrete Masonry 3.00 in 617lbG - -577 lbs-577lbs - Material Summary Bracing Summary TC SP (ALSC6-2013) SS 2x 4 eecgA; TC Bracing Sheathed crAalins at 5-104X Pmlin desigt by Others. I5-3 SP(ALSC6.2013) 12 2x 4 3S SP(ALSC&2013) 12 2x 4 BC SP(ALSC6-2013) 122x 4 BC Bracing Sheathed a Pmiins at 54-Q Pmlin csigs by Others. Well SP (ALSC6-2012) IB 2 x 4 Slides SP (ALSC&2013) t2 2 x 4 Loads Summary I)This truss has beer designed for the effects do to 10 psfbottom chord lire lead plus dad leads. 2) Standard lands m Tossers Corded b-vlhis Ghd,.. TC V.e = 20 ps4TC Dead - O psG BC liae = O psQ BC Dcd = 10 p r. 3)This Inns has been dsi®ncd fa the effeas ofwind leads in accordance with ASCE7- IO with the follming leer defined inptd: 170nph ul innte, EVcsme C, Overall B1ct Dir s 85 ft x 60 % h = 24 ft, Not End Zane Trass, Neither end web considered DOL- 1.33, CC Tone Widh 6 fL 4) Mmilnan Stara attic lmdng in accordance, with IBC Table 16W.1 has not been ap>fied Load Case Lrl: Std Live Load ®9B® B®© 88 ® Point Loads 0 B® Menber Lomtim Direction Lead Tdb \kith O®®� � Tap Chd 27-11.4 .Dam 12 Bs 24 in Top Chd 24-114 Dam I21(s 24 in ®O ° �^ OB Top Chd 26-114 Dorxlf 12 IS 24 in ® o °Oo Load Case Dl: Std Dead Load °° o©� Point Loads Masher Laotim Direction Land Tdb \lidh Top Chd 22-114 Dam 21 lbs 24 in Top Chd 24.114 Dam 211bs 24 in Top Chd 26-114 Dam 21 lbs 24 in � e 0 Member Forces Summary Table indicates: Menfer ID, tticCSI,maxaxialforce, (nnxocrjxfaoeif(liffamtfianmaxWalfaoc) o °a ®5 o 4. A®® Fr L 86S BBOBtB n4G ICE•Acopyofllucdevkrdu4befumihedlolhcemclbnemimaor. ThedesgmofthBFdiimllru bba.dondespncdemaMxquiemeotsvppidbytbeTr Nbmfacturerandnksuponlheaccumcyandcompblcmmoflhcnformatbn Stephen W. Warter act fonhbylbe E.Ubt;Mk-per.A.orlonlhidmtyngndeatesacecptanceofpmfe.m>tlengiecrbgmwanbSymL-•lforlhetruscomponent dedronerrearm.7bemkabStyand=onh'scomMmm f mryluntubrbuMbgdespn'slblm,.I msaayof S F. 9�95 theBu&Ib"lJ*mrIxTANSUMl2007Chapter-.•WARNM-Tum:smquhpgxrharxffng.emcibmmamidandbmcng.ReferlolhebtesediimofBCSi(BuBingComp=nl&rctylnfmmatbnputyp wedbyTAandMCA)forpmper g x1alttbnmeltwdandinponaul mfelyhf atbnmbtbgl.,h-.tie..=—tbapmces lvthe alrxrxeefslecde iooaenlbuandtempomryre9mnt/bmengyiee%batbnsbydber;fbe n9aml'on(nebd'ngii9amtbntol mnces)andtempomry 2590 N. Kings Hips. FL Pierce F13495] resmW"—cbgoflhein ssbalbeuactttrdar ihBCSI-Bl andBfSI-B2. 7rusxsalnrequie pemtaxol re9mnt/bracngufchordsandcenanlaebmemhersOtCemid'eared). 7hisdmvugonyiMEateslkbcatb rs btemlresmit.The meth.dofadvilutiuru emMreamhYbmhgdmlbeassmif"rdbythe BudlbgA..tmrperANSYM1,Chopter2; Gqucdclnmpemamnibmek-de*i; igwrdbynibcmth;dulbeaccompUxdby&aMmdWt Dhteralre=kand �p dbgomlbmcbgdelabbaccordanmufhBCSI-B3mBCS1-B7asapp(wbb.•IhB'ORTANr•Th'sdespnas csthet=¢ mmufact=dbacconbmewihtbsdmuvgandlbcgwbtycrieruspecdcdnAr8TMI Chapter3. Alc°.veclorpbl—hall (i(\ bemanufacturedbySinr o=Stmm-Tb Company,hrchattordance%,khESR-'_762.A1c°nnectorpbtesam 20 gage,umL•ssthe spec'dedpble s¢e nf°Ib,edbya "•1S•rvhbhbdcalesan 18 gage pbte. TC � ISI a299 -191ts 34 n470 1,0241bs (-7391�) 6-7 a466 345Ihs (-2091�) 1-2 a524 1,1121ts (•89211s) 45 a451 I,I271bs (-7991ts) 743 a465 3351b; (-18611s) 2-3 a475 I,Oi91ia (•7931tc) 56 n52i 1,2051h; (-85811s) 8-16 Q293 -?B lbs BC 9•IO n346 Oils 11.13 a550 -1,17b Its 141 Q342 -1,(8411s 10.11 n573 -8fi51ts 1314 a390 -1,0841ts Webs 2-14 n0)3 60 @s 413 a125 7121h5 (-I551Fs) 6-11 Q348 -SW Its &10 n424 -SQS Its z-13 naEb 1371Ys (-Ns Its) 4H n087 H91Fs (-I0816;) 6-lo a3os 79811s (-s3811s> R9 aa31 b31ts t13 n084 201 lbs (-19l lies) SII n180 471 IS (-J211Fs) 7-10 nit8 1\91ts (-7321ts) Component SolutionsrM Truss Span Pitch 29-9-4 5 /12 _ Southern Truss Companies, Inc. SOUTHERN 2590 N. kings Highway TRUSS Fort Pierce, F134951 COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Qty OBL ORR CANTL CANTR 1 1-6-0 1-8-12 0-0-0 0-0-0 Truss -to -truss Connections Summary ID Camrd Tnss CaatyingTnss Can -in ofrsd AnP1e T1`64 _ 12l B2G 22-114 90 dcg TT64 321, _ B2G 24114 . 90 deg TT64 321 B2G 26-114 90 deg Truss: B2G JobName: WS-5512-C-BR BALEXIN Designer. JAO Date: 4/9/2014 25839 PM Page: 2 of2 PLYS Spacing WGT/PLY 1 12 in 178 lbs Notes: q Tbis design is tasedm ASCE7-I025 aefereaecdby the 2010FIaida Holding Code ' 2) Unlabeled dates ate NA 20A 3) Mm this hiss has been chosen 8r4elity assurance inspection, the Plate Placaren Method per TPI 1-20VA3.2 shall be iced C9=1.17. 4)Pmvid: adx}ate drainage to pccnt pending of CIR d Ydin ton Y b RCF- 5) ® Indicates contimns lateral restraint (C1R) nslo¢d at the loatim(s) shown. Roes mat be atel al I rood see D-NEBCI.RERACE For alternatives to CIRs and eliagnal hating see D-WEBRRFJ744F0 6) listed windi0iB rmdims based an MNFRS Only lading Stephen W. Wartcr Sh"L Fng fl 54395 2590N. Kings High. Ft. Pi=F1 -14951 100 Southern Truss Companies, Inc. Truss: B3 -` 2590 N. kings Highway JobNarne: WS-5512-C-BR BAL EXLN " SOUTHERN Fort Pierce, F134951 Designer. JAo TRUSS Date: 4/9/2014 2:58.40 PM Component SolutionsT^+ COMPANIES 800 232-0509 772 464 4160 772 318-0016 Fax ( ) ( ) ( ) Page: 1 of 1 Truss Velsion:4.352 Ed 1 Span Pitch Qty OBL OHR CANT L CANT R PLYS Spacing WGT/PLY 12 in 181 lbs 29-94 5 /12 1 1-6-0 1-8-12 0-0-0 0-0-0 1 33-0-0 1-6-0 4-10-0 4-10-0 2-1-8 6-11-8 4-0-0 H-9-0 3-2-0 25-11-0 3-10-4 1-8-12 29-9.4 4-10-0 9-8-0 11-9-8 18.9-0 4-8-5 3-9-11 4 817 12 4x6- 5x61 12 0-0-0 9-8-0 9-1-0 4_0-0 3-2-0 2-10-4 9-8-0 78-9-0 22-9-0 25.11-0 29-94 Loading General CSI Summary Deflection L/ (loc) Allowed Load 00 Bit Code: FBC 201(Y TC: Q77(7-8) Vet M. 0.4 in L/M (12-13) L/240 •pCLL: 20 TPI I-2007 BC: 081(1011) Vat LL. 022 in L/999 (12-13) L/360 TCDL: 0 Rep Mirincrease: Yes Web: 0.48(5-12) Hcrz TL G05 in 9 BCLL: 0 D.O.L. : 125 % 1 1 Creep Factor, Ka= 1.5 Reaction Summary JT Type Bgcmft Brg Wdth Material Rod FAgWdh Max React Max Grey Uplift Max Wind Uplift Max Uplift Max Holz 1 Pin (Wall) I 5.5 in Concrete Masonry 100 in 4941ts - -43411s 11341hs 176 Its 9 HRoll (W91) 1 5.25 in Concrete Masonry 3.0) in 49911s --46411s 46111s Material Summary TC SP (ALSC6.2013) la 2 x 4 13C SP (ALSC&2013) 92 2 x 4 Webs SP (ALSC6-20M 63 2x 4 Suds SP (ALSC6-2013)t2 2x 4 Bracing Summary TC Baring Sheathed or Pudins at 5-74 Pudin &ipp by Others. BC Bracing Sheathed a Ptalins at4-2-Q Pwiin design by Others. Loads Summary 1) This toss has been dsigned fa the effects due to 10 psf bottom chord live lad phs dad load;. 2) This toss has been designed for the efecrs ofwindlands in aceadmawithASCE7- l0with the follavfnguser defined inpLd: 170rrphultimte,EVawe C,Ovmell BI(tDit 85 It x 60 It, It - 241t, Not End ZmeTr ss, Ncitherend web catside eel DOL= 133, CC Zme Width 6 R 3) Minimum storm attic loading in accordance with IBC 73ble 1607.1 has not been applied Mb F tees Summa Table indata: Mather ID, rrex CSL rtex axial fua,(� cor4R fora ifdifea,t fmn tax anal race) eon be TC or ry 16-I 0260 121Ls 34 Q575 1,0171hs (-ffi21h;) 7-8 0.7/5 47311s (-3ffi Iles) 1-2 0575 1,077 lbs (-895 Its) 4.5 Qt95 1,169 is (-941 Ibs) 8-9 Q72 4771ts (-33711s) 2-3 0.431 97D lbs (-822lbs 6.7 0.539 K2 Ills (-59Is) 9-17 0,541 17 lbs BC 10-11 QSW 0lbs 12-13 R775 .1,101 lbs 15-1 Q460 -991 lbs wds 11-12 2-15 Q7R5 Q060 -364lbs 157Is (421ts) .315 4-13 Q484 0.184 -1, 192lbs -139 Its 5-7 0.179 4431bs (_•447 Rs) 8-11 0097 1681ts (-1241hs) 3-15 Q275 62616s 6-5 a190 164% (-97 lbs) 512 G477 1,0171bs (-8270s) 9-11 0.424 {A514s 0.037 97lbs (-541ts) 4-15 0.256 6711bs (�147 Rs) 5-13 0.189 211 Rs (-15114s) 7-12 02631 -3361bs 9-10 0-0-0 �g9e eB® B© 0 op Notes: © ° � �� ° m w ° e' ; °o ff © 1) This d_siga is based on ASCE 7-10 as refe>mad b9 the 2010 Florida Dnlding Cade b ° `Q o e 2) Unlabeledplats arcW 20aaL ` 3) Men this toss has been rhsm for gality assurance inspectim, the Plate Plararvrt Mehodpa TPl 1-20071A3.2shall betsed Cq=1.17. o () o o Wl o 4) Btdlcbg Dsigta shall vaifyselfweigltt of the toss and other dad lad materials do nor e,=d TCDL 0 psf 5)Prwidr adepntc drainage to pn:ventpmdng ° 6) At least me web ofthis toss has been desigted with a panel point in the web. All panel pants en such webs shall be traced laterally pxtpmdenlar to the plane of the truss. lateral brats shall be in�6hJla ,+iil�in 6"of each penal -aiuut 7) Listed wind uplift reactions based on MWFRS Only lmdng ° o °e 5 d8� l•°0 Qeee®e Stephen W. Waiter StrtcL Erg H 54395 2590N. Kings High. FL Pisa FI 34951 V Southern Truss Companies, Inc. Truss: B4 2590 N. Icings Highway JobName: WS-5512-C-BR BAL-EXLN SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsT"' TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: Page: 4/9/2014 2:58:41 PM I of 1 Truss Version:4352(Build 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spatting WGT/PLY 29-94 5 /12 1 1-8-12 1-6-0 0-0-0 0-0-0 1 24 in 191 lbs 33-0-0 1-8-12 4-9-12 1-3-0 4-11-8 1-7-0 3-6-8 3-11-8 4-10-0 4-12 9 1-6-0 29-9-0 4-9-12 6-0-12 11-0-0 12-7-4 16.1-12 20-1-4 24-11-4 5x5 - 4x6 - 2 3 3-0-14 4-8-5 3-0-9 12 1 74 13 0-0-� 3x4 - 4x6 - 3x4 - 4x4 - 4x8 - 0-0-0 0-0-0 4-9-12 1-3-0 4-11-8 9-1-0 9-8-0 4-9-12 6-0-12 11-0-0' 20-1-4 29-9-0 Loading General CSI Summary Deflection L/ (loc) Allowed Iced (Psf) VtCodc: FBC 201(y TC: Q98(54) Vat TL• 0.51 in L/671 (10-11) L/240 TCLL: 20 TPI 1-2DD7 DC: 0.91 (10-M Vet LL Q21 in L/ 999 (12-13) L/ 360 TCDL: 0 Rep Mtrinaease: Yes Web: Q77(3-13) H=T4 QOi in 9 BCLL: 0 D.O.L : 125 % 1 1 Creep Factoc Ka=1.5 Reaction Summary JT Type ft carbra &gWdh Material RgdHg Pldth Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Hai. I Pin (Wall) 1 - 5.25 in Concrete Masatry 3.00 m 973IM - -M lbs-899 Res 8 Its 9 H Roll (Wall) 1 8 in Concrete Masonry 3,00 in 9491Is --99411s-8941hs Material Summary Bracing Summary TC SP (AISC6.2013) fa 2x 4 Dreher TC Bracing Sheathed orPuiins at 36-0. Pmlin deigt by0thes. 1(r2 SP (ALSC6-2013) SS 2 x 4 7-18 SP (AISC6.2013) SS 2 x 4 BC SP (AISC6.2013) 42 2x 4 except: BC Bracing Sheatheda Ptrlins at 2-K Pulin design hy0thens. 9-I1 SP (ALSC6.2013) SS 2 x 4 Webs SP (ALSC&2012) 03 2.4 except: 5-13 SP (ALSC6-2013) 02 2x 4 Slides SP (ALSCG2013)t2 2x 4 Loads Summary 1) ibis Inns has beet dsigred fa the c&as do to 10 {sfbodorn chord live loadplus dad loads. 2) This toss has been dsigrod for the erects ofwind loads in accordance with ASCE7- 10 with the following user& -fined input 170 nph dfirat4 EWceue C, Overall Bit Dins fit ftx40$h=24$Not End ZoneThm,Neitherendwebwnsidned DOL- 1.33. CC Zane Widh 41L 3) Miininwn storage attic loading in accordance with IBC Table 1607.1 has net been applied 4)A2Mfls mwingpoint live lead has been applied to the BC comment with other had loads. Member Forces Summary Table indicts: Mart er ID, rwx CSL, u, r " f=, (hrex cmV face if dBaent flan rrex TC 16-1 Q5W 34 lbs 3-4 0.739 2901ts (-76 Its) 6-7 Q871 1,966l s (-1.5951ts) 9-18 Q244 23 lbs 1-2 Q580 1, 1D411s (_6e Re) 5-6 C994 3,29311s (-2,2611ts) 7-8 Q384 1,967lbs (4,5991ts) 2-3 Q847 1, 1001ts (61011s) 417 Q688 271bs 9-9 Q464 ZU74 lbs (-1.732lbs) BC 9-10 Q464 -1,6991ts 12-.0 Q912 -3,0131ts 14-15 Q630 0Ibs Webs 10-12 1.15 Q913 Q092 -3,080IW 225 lbs (-21ts) 1314 313 Q661 0.7A 610lbs -872ls (-592Has) 4-5 Q574 633lte (-2001ts) 6710 Q737 1,9301ts (4, 1751bs I.14 Q71I 8A Ihs (-8541fs) 35 6598 9951hs (-T_I lbs) 5-t2 Q363 3521h; (-193Ihs) 7-10 Q507 -1,1571ts 2-14 Q078 11311s (-881ts) 5-13 Q593 Z795 Rs (-1�0Its) 6-12 (1245 -3221ts 8-10 Q098 242Its (-1541tR ;9 veBet $ E © _Sa CP A.' Notes: P ° e 1)ThisdmignisbasedonASCE7-10mref=cedbythe2010FlcridaBWldngCode- o Q e 2) Unlabeled plats are 2x420gi. m e° 3) When this toss has brrn dhsrn fa gialily assurance inspection, the Plate Placervtt Method per TPI 1-200�yA-i2 shall be used Cq= 1.17. p 4)HrildingDsighershall vaifyselfwdglal ofthetnas andothadadloadmaterials dance exceedTCDL0p;(�� o° O 5)Prw6d: adequate dainar. to prvent pending o ° 4 14 6) At least one web of this toss has been dsighed with a panel point in the web. All panel points on such webs shall be braced laterally lampehdadw to the plane of the toss. Lateral braes shall be installbla, 9uteach w (gnel(3n?,.. 7) ® Indicates continuos lateral restraint (CLR) ra#red at the location(s)shown. shovn. Rows of CLR mat be ahgately diagnally braoad, sere D-\VEBCLRBRACE Fa altemativs to CIRs and diagnal brad 9 ° ° ° ° ° ° ° Va- 198 6 8) Listed wind uplift reactions based on MWFRS Only leading -00; p S 101®08®0 Ibefmpdhedtoth—lbncontmelm. Tbcdesgmofth'sbdilmllms'shindondc.*crierhandmquiemenlsmppL-dbytheT=WnufactwerandmSsupwlW.iccomcyandcompL•tewmoftbeufmmafnn Stephen W. Wader calmtbisdmninghdi-olesaeceptanceofMres�owlengueerimgmgm �SlymLyforthetruseompone°ldeslm9hmvn.Thesdab3syand=ofthseompomntfor anypadi- hrhuMingdesgmslhemslnndt7fyof Stnct Fsga54395 1-'_'007Cheaper'_•WARNM-Tr smquiepmperhandln¢,emclinreamhtandbmcbg.Referiolbebimcdibnofl3(SI(Buil7hgComporent Saelyid—,atbnFhtyp W.0 dhyM MSBCA)fmpmper, 259p N. Kin Hi Ft. Pierce F134951 ifehyi.r—.tbnrehtbgtotheeniiecoa°mclbnpmces lntheabxneeofgrcikilgaltbnandfempomrymsimut/bmchgggcifcalhrcbyotMrs,thenaaGtbn(ieldiaghgOlhibntolmn< )andt<mfomry !E ✓ - ebaceorduncewlhBCS1-BIandBCSI-B2.TwxsxlamquiepermanentreSmbt/bmehgofchordsaridcmabuebmemben(whmb&ated).Tludmnng.*i,& ateslheixatbasfmhtemlreslmbl.Tbc :sumbybm.ibgd�abbensgreed dbytheBuNiglktmperAN=I,Chapter2;fq=irctm p:rm wntbmci;�desn�n;aotgeciredbyothers•thsdalbeacepmp�edbpdandard id arebtemlredmbt and �� eu1hlaCS1-B3 orb?CSI-B7asappleabb.-DPMAM•Mdc*as esibetnms mawGetumdiaaccoNa--hihi;dmwhgandthequahycdersgec'dedhATSYMIChaper3. AlconnectorphlesshB _r.. — n—maa,me hB_SR170--Alcemechanht<sare 20eaM.smhsibe enecdndphte s'¢ehsfolbuedbya"-IS"wMhiidkatesan 18rage able. _ Southern Truss Companies, Inc. Truss: B5G _- SOUTHERN 2590 N. kings Highway JobName: WS-5512-C-BR BALEXLN TRUSS Forterce PiF134951 Designer. JAO Component SolutionsTh' COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 4/9/2014 2:58:42 PMPage: Truss 1 of2 Version:4352 j3ui1d 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 29-9-4 5 /12 1 1-6-0 1-8-12 0-0-0 0-0-0 1 12 in 1971bs 33-0-0 4-10-0 5-11-8 1-6-8 1-71 2-11-8 5-3-0 2-9-12 1-&12 4-10-0 9-8-0 15-7-8 1 17-2-0 18-9-0 21-B-8 26-11-8 29-9-0 IN 4-8-5 2-2-9 2-2-14 12 _r— 4x6\ 4x6- 12 7 8 --I� 5x16 - 5x7 - 2x4 i ' 3x4 - 5x9 - 3x4 - - 2x41 - B14G CJ49AJ3F J3F J3F J3F CJ49 0-0-0 0-0-0 9-8-0 5-11-8 3-1-8 2-11-B 5-3-0 2-9-12 9-8-0 15-7-8 18-9-0 21-8-6 26-11-8 29-9-4 Loading General CSI Summary Deflection L/ (loc) Allowed Caned Losolgw Bldg Cc&: FBC 2011Y TC: QS7(475) Vat TL• Q56 in L/619 (13-14) L/240 TC1L: 20 TPl 1-2007 DC: 0.94 (12-13) Vert U. 0.21 in L/ 999 (13-14) L / 360 TCDL: 0 Rep Mbrinorrese: No Web: Q98(4.16) H=TL• 0.13 in 9 BCIL : 0 DAL : 125 % Coup Factor, Ka= 1.5 BCDL: 10 Reaction Summary 1T Type Erg CwbD &g Nldh Material Rqi Brg Moth Max Race Max Gmv Uplift Max Wind Uplift Max Upift Max Haiz 1 Pin (Wall) 1 8 in Conatte Masonry 3.00 in 709 Its - 49611s 496 ls 132 lbs 9 H Rdl (Wall) 1 5.25 in Concrete Masonry 3.00 in 1,316 lbs - 552 lbs-552Its - Material Summary Bracing Summary TC SP (ALSC62013)12 2 x 4 TC Bracing sheathed a Pudins at 2-9Q Puffin design by Others. BC SP (ALSC6-2013)12 2 x 4 accept BC Bracing Sheathed a Pulins at 2bQ Pu1in design by Others.LS I5-1 SP (AC6-2013) SS 2 x 4 Wets SP (AISC6.2012) M 2 x 4 arc*: 5-12 SP(ALSC62113) U22x4 Slider SP (ALSC62013)1f2 2 x 4 Loads Summary I) This toss has been designed fa the effa>s dx: to 10 pef bottom chard live load phs dead lads. 2) Standard Loads en Tosses Carved by this Girder. TC Inc = 20 psQTC Ded = 0 psC BC U = 0 pA- BC Dad-10 psr 3) This toss has been designed for the effects ofwind lads in accordance with ASCE7- 10 with the follaving ma defined mpttt 170 rrph ultimate; Eipcsu= C, Overall Blob Dins 62 it x40 ft, h = 24 ft, NU End Zone 7hiss, Neither endweb oonside°d DOL= 1.33, CC Zone Width 41 4) Miniman storm attic lending in accordance with IBC Table 1607.1 has not been applied 5) A200lbs moving point live lad has been applied to the 13C oxoororent with other dad lads. LDad Case Irl: Std live Load Point Loads Monba Location Direction lad. Tnb Nldh Bat Chd I&168 Dovn 12711s Tcpchd 21-94 Up l8l[s Top Chd 21.9-13 Dovn 511s 74 in Top Chd 23�&12 Dam 51ts 24 in Top Chd 24-114 Dam 51bc . 24 in Top Chd 2610-3 Dam 51bs 24 in Top Chd 2&10.12 Up 331ts Load Case DI: Std Dead Load Point LDads Marber Location Direction Lead Tnb Wdth Be( Chd 19-10.8 Dovn 801bs Bot Chd 21-94 Dam 751bs Bot Chd 21.9-13 Dam 29Its 24 in Bea Chd 23512 Dam 281bs 24 in Bet Chd 24-114 Dam 281ts 24 in Bot Chd 26-10d Dovn 28 lbs 24 in Bot Chd 26-10-12 Dam 79lbs Stephen W.Warter strum Fng 1154395 2590 N. Kings High. Ft. Pierce F134951 dbgo albucng&tabuaccordanccndhBCSI-B3aBCS7-B7asaMfeabb.-INUU, hemaoufact—dbySmp-9mng.TbCompvry,1rc baccontance.4bM-276'' Alcormeetorpblesshzl ® Southern Truss Companies, Inc. Truss: B5G n" SOUTHERN 2590 N. kings Highway 7obName: WS-572:58.42PM BR TRUSS Fort Pierce, Fl 34951 Designer JAo FVe-rsion: mponent SolutionsTm Date: 4/9/2 Truss COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax page: 2 of2 435.21Bulld I Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 29-94 5112 1 1-6-0 1-8-12 0-0-0 0-0-0 1 ]tin 1971bs User -defined Load Case OR]4: TTC Load Case Point Loads Medzr Locition Direction Load Trib Wdth . Bot Chd 18-10.8 Down 20D Its Load Combinations 9 Load Carbo Factor L.ozd Ducatim FadW I DI LOM 0.90D 2 DI+1A - 1.000 1.29 L000 OOD L 3 DI+0.6WJ 1.330 4 DI+445W3+0.751r1 000 1.330 5 DI+0.45 W3 1.000 1.330 6- -, 0.6D1{0.6W1 1.000 1.3-10 7 0.6 DI+0.6 W2 1.000 1.110 8 0.6 DI+0.6W4 LOW L330 9 0.6D1+0.6W8 _ LOCO 1.330 10 0.6D1+Q6W'9 1.0300 1.L21.2500 Il D1+L10" L0 12 Dl+URI, 1.000 L250. 13 Dl+UR2 I.00D 1.250 14 DI+OFkl I.000 1250 15 DI+OFIf2 1.000 1.250 16 DI+OFlr3 1'00D 1.25017 DI+OFIrd 1A00 1.250 18 DI+OFIrS 1.000 '1.250 19 DI I.000 1.250 20 DI+OFI(7, Lom 1.250 21 DI+OFIr8 LOW 1.250 Z2 D1+OFIN L000 1-2m . 23 DI+OFlrl0 ., I.O250 DI+OFlr11 1.0OD 0 L1.250 25 _ D1+OFlrl2 1'000 1.250 50 26 ' DI+OFh13 I. 1.2 27 DI+OFlrl4 I.000 Lm Member Forces Summary Tableindimts:MmteID,rnaxCS1,r aAalforce, (naraR=faoeif(liBaentSantruzadalbm) bs Truss -to -truss Connections Summary ID Carved Tnss CanyinRTnss Carrying OBset Angle TT41 B14G _ M 18.148 270 dcg TT42, i;: CJ49A' B5G 21-94 315 deg TT43 J3F B5G 21.9-13 �d TT43,r. _ ;, 33F B5G 234-12, ,. TT43 BF B50 24-114 _ 270 deg - TT43 ,.. J3F _ I35G 26-10-3 270 deg TT44 CJ49 B5G 26-1412 225 deg Notes: 1) This dsi®t is Wed on ASCE 7-10 as ele-red by the 2010 Florida Btdlding Code - 2) Unlabeled plats are 2s4 2� 3) N%cn this toss has been chosen for gmlity assonance inspection, the Plate Plaom=t Method per TPI 1-2002JA3.2 shall be tsai Cq-1.17. 4) Provide adx).ate dainalp to prevent pmding 5) At least me web ofthis toss has been dnignedwith a panel point in the wch All panel pants on such webs shall be braced laterallyp rpendoLdar to the plane of the toss. laical brats shall be installed within 6" of each web petrel poinL 6) ® lndicats continms lateral rstraint(CLR) nxprhedal the looatim(s)shown. Roes ofClRrrlst be adxtately dagnallybraced see D-NVEBCIRBRACF Foraltemativs to CLRs anddagnal bracing see D-WEBREINFORCE 7) Listed wind tplift reactions based on MWFRS Only loading V u� WA e�9 00 aoeoo.0 eo Ct �.rd� 119 aul® ��o aka ® o d m gee eLeQ.o o�\ ®% S ®®'�1®®®® TIOiICE"Acapyonhsdesi.,h.BWfiwidtedtotheerectbncmimctm. Thedesgnonh'shdniJmllr bWxdondesvcderhaMmquiementswMB:dbythe TrusManufacttnerandrcksuponiheaccumcymdcompbtenesoftheufixmatbn Stephen W. Warter xt fmhbytbe BuiBngMipnr.Axalmthi;dmxingiMeatesacceptameofpmfe,mnalengneemgw�WnsbBys,byfortbetruscomrmmddes'Tnrhown.ThesAab5yandu orti'hcomponcni forarryryncuhrbudliigdganSBA)frsbStr SInrL Fng 054195 the BmNhgRsjgner,perAT5llfPt l-1p7 Chapter3.-WAItNM-Truss•.srequrepmrerhan�g.creciinmmgmotardbmeng.ReRrtothehteaedinno18CSI(BudtingCompmrcnl SifelylnfmmatbnFbtypmducedbyTl7andSBCA)forp,oper N. i:in Hi FL Piaee FI W951 n9al»bnmethedsmdmponmistRtynfmmmbumhtngtotheemieeou mtbnpmceslntheabwweofgxctic rt9aLlnnaMtempomrymsmnt/6eacngspecifeabdinted). Tithe rt9gonly(ahcsibehhtbnforhtces)andbi.lbmry Sh• re3mhl/bmchgoftheir ss ibebaccordanecuihBCSI-BlandBCSI-B2.Truxsaborequicpermanemresmnt/bmcbgofcbordsandcenanucbmemlxts(cetera heated).7T'sdrawhgonyitd'eateslhe lxatinsforhtemlrc9mnt.The meth.dofixivilmltrusmembareamnt/bracngsheEbeesspecdedbplh<BudingIk rerperAl51fiP11,CWPler2;(sped-etrnsspennanmtbmcngdes'ends.tspec�edb.%-th;thbdmlbeaccomphixdbyslandwd'nduiq•htemlmstrantud dngomlbmcbgde1aihbaccordance uihBCSI-B3mBfSt-B7asappleibb.-RvZMTANr'711s esynasvtmesthetns'smanufacturedbacemdanceuththkdmwngmdthe gwflycrierh gxc'dcd hA SIrM l Ctmpier3. Alenm.clorphtesshaf bemanuGetmedbySmp-Stmng-Te Cmoratry.lac baccordance wihM.2762.Alcmmecimpbtesarc 20gage,unL-athegxcdbdphicskc hrolb wdbya "-18"ubch'adratcsm 18gagepbte. TC 17-1 Q�9 -161b; 3-0 QTA 1,3951ts 1ts) 6-7 Q420 1291ts (-351Fs) 9-19 Q671' -231 I-2 0.79D I,42111s (-1,3751Fs) 45 Q87D 3,8DS lIs (-3,-A1 lls) 7-8 0.679 1,231 Ira (-1,22011s) 2-3 Q768 1,18711s (-],356ILs) l86 Q395 -1811s 8-9 0.751 67D Ih; (bl5lls) BC 10.11 0.395 Olts 12-13 Q935 3,7481ts (-3,7J21h;) 1416 0.907 -3,6521tc 11-12 0.GN 5611ts (-044Ibs) 13-I4 0.T3 -36R its Ibl 0.471 0.667 64IIs 3, 14511s (-3,051 Its) 9-11 Q574 1,ZZO Its (-9751ts) Wets 2l6 0.0p3 9211s . (-6716s) 413 Q127 3121h; 2821ts (•ZQ31ts) (fi91ts) SI2 7-12 QKA 1,207IIs (-97D ILs) 9-10 Q�0 1971hs (-391ts) 316 416 0.354 0.977 8881ts 2,55911s (4S07Ihs) (2,4A Its) 65 S13 0.45.3 0.482 -3221ts 8-12 Q3A -1,0191bs 4l4 0.097 23911s (-5 Rs) S7 Q691 -1,911 Ih; 8-11 0.551 6691ts (-8101ts) _ Southern Truss Companies, Inc. Truss: J3F 2590 N. kings Highway JobName: WS-5512-C-BR BALEXIN SOUTHERN Fort Pierce, Fl 34951 Designer. JAO Component SolutionsTrm TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: Page: 4/9/2014 258:43 PM 1 of Truss version:4.352 [Build 11 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 2-9.4 5/12 3 1-8-12 0-0-0 0-0-0 0-0-0 1 24in 21I s 4-6-0 1-8-12 2-9-4 2-s-a 12 2x4 i CJ49 8�f$ J49A 0-0-0 0-0-0 2'9-a r 2-9.4 Loading General CSI Summary Deflection L/ (loc) Allowed Load (w9 Bhg Code: FBC 2010' TC: Q51(SI) Vert TL 0in L/999 (3�0 L/240 ) Oin L /999 3 LYA 20 TPI I-2007 BC: 0.08(3L• TCLL TCDL: 0 Rep Mbr Increase: Yes Web: Q02(14) Hors TL• Q21 in 3 BCLL: 0 D.O.L : IZS % Creep Factor, Ka- 1.5 BCDL: 10 Plate Offsets OntXYAnO (13-12423) (4.743.00.) Reaction Summary 1T Type BgCmbo lag Width Material Rqd Hrg 3lldth Max Reza Max Gray Uplift Max Wind Uplift Max Uplift lbs -234 lbs Max Haiz 7b0lbs I Pin (Nall) 1 5.25m Cmaete Masonry 3.00 in 203lbs - -234 3 H Roll (nuns) 1 1.5 in 3.00 in 55 lbs - - - 2 H Roll (rnas) 1 1.5 in - 3.00 in 58 Ibs 41 Ibs -8 is 41 lb; - Material Summary Bracing Summary TC SP (ALSC&2013) SS 2x 4 TC Bracing Sheathed or Pudins at &A Pudin design by Others. BC SP(ALSC6i013) t22 x 4 19C Bracing Sheathed orPudins at 10041 Pselin design dry Others. Wets SP (AISC6.2012) 43 2 x 4 Loads Summary 1) This tnss has been dmigned fa the effects dre to 10 {sfbottan chord five load plus dead lords. . 2) This tnhss has been dmi®red for the effects ofwind leads in aaa&ncewith ASCE7 -10 with the follewingtser defined inpR: 170 rrph tdfiroate, Fvm= C, Overall Blcg Dirrs 85 if x 60 ftt h - 24 ft, Not End Zone Truss, Neither end web ansidNcd DOL-1.33 , CC Zone Width 6 tL 3) Miniumn staage attic loading in accordance with 113C Table lW7.1 has not been applied Member Forces Summary Table indicates: Merba ID, rnax CSL max axialforce, (rrrax mrpc fare if6ffeatt fin nnx axial fonx) TC Sl Q513 34lbs 1-2 Q513 -Mitts BC }4 Q. 0lbs Webs 114 OM 551ts �tg% oo® Qe Truss -to -truss Connections Summary®®®qeo �8" �OB� m CaniedTnss CanyingTnss Carrying06set Angle TT57 ]3F CJ49 44-12 315 d� ®®� ° 0.... . ° o o .... ODo �'� J O Ti57' 13F CJ49.. 4-0-12 45 deg 44-12 315 deg O®_�av a°�� ° o e© TTfA 13F C149A TT43; . . ]3F B5G , 21-9-13 270 deg TT43 13F B5G 23$12 Z70 deg O eb- o O �•� ° m /"x o Oj TT43 13F B5G : 24-114 Z70 deg -'a TT43 33F B5G 26-10�3 270 deg N Notes: 1) This design is based on ASCE 7-10 as referenced by the 2010 Florida Bribing Code 2) Unlabeled a420�m °o p� ° a plates are 3) When this lass has been chosen for gnlity assurance inspection, the Plate Placerrent Method per TP11-2007/A't2 shall be used Cq-1.17. 0 c �'�i"� \4;) `WO 4, s� 4) Binding Designer shall vaify selfweight of the tr ss and other dmd load naterials do not arceedTCDL psE 5)Tnas4onw=neaimisfa Vaphicalintapctatimmly A hangeraotherstruaml connection shall be pv+idsdto mist the nnxmaim and uplift shown in the Reaction Stmrrmy ® A o ®�O°°° f�D �� 6) Listedwinduplift reactions lased on MWFRS Only loading ` - ®® ®o°eoo°°tiz ®4��° s S ew, Stephen W. Warter Start Fng 954_'195 2590 N. Kings High. Ft Pierce FI 14951 �01�— Southern Truss Companies, Inc. Truss: CJ49 2590 N. kings Highway JobName: WS-5512-C-BR BATrEXLN SOUTHERN TRUSS Fort Pierce, F134951 Designer. JAO Component SolutionsTMt COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 14 258:44 PM Truss Page: I ooftft Version:4.35.2 [Build 11 Span ' Pitch Qty OHL ORR CANT L CANT R PLYS Spacing WGT/PLY 3-7-6 3.535 /12 1 2-7-10 0-0-0 0-0-0 0-0-0 1 12 in 331bs 6-3-0 J 2-7-10 I 3-7-6 3-7-6 12 I 2x4 1 2x4 J1E B5G J3F 0-0-0 0-0-0 37.6 3-7-6 Loading General CSI Summary Deflection L/ (loc) Allowed Carvedlma(psO BldgCode: F13C 2010' TC: 0.62(1-2) Vert TL- 0.01 in L/999 (34) L1/240 TCIL : 20 TPI 1-20(r7 BC : 0.13 (3� Vert LL• 0 in L / 999 3 L / 360 TCDL: 0 RepK rincrease: No Web: 0.C2(1-4) - H=TL- Din 2 BCIL: 0 D.O.L. : 125 % Crap Factor:, Ka= 1.5 BCDL: 10 Plate Offsets Ont:S.Y,Ang): (1:4-10.1-12)6.) (12-1,3$59.)__ (4:743$90) Reaction Summary 1T Teri P_Cocln Rn, Wdth Material Ratl3wWdth 1 Put(%Will t Avon Lonaae Masonry Awm mrw - -,ter ,m -•�, � 3 H Rd l (foss) I 1.5 in - 300 in 158 Pis- - - 2Hltol Ts) I 1.5 in - 3.00 in 291 its -163 lb; - -IS lbs Material Summary Bracing Summary TC SP (ALSC62013) SS 2 x 4 TC Bracing Sheathed a Ptrdins at 63Q Galin design by Others. BC SP (ALSC6-2013) @ 2x 4 BC Bracing sheathed Palins at 10OQ Pwlin daiga by Others. Was SP (A. SC62012)18 2 x 4 Loads Summary 1) This toss has b= dmignod fa the effects dro to 10 psf bottan chord liw load phis dead loads. 2) Standard Lauds m Tnsses Camediq• this Girder. TC Lhe = 20 psf,TC Dead = 0 psf; BC tise = 0 psQ BC Dead= 10 psf 3) This miss has been dsi®rei for the efforts of wind leads in aceadance with ASCE7 -10 with the following user d:finet input: 170 aph uldmte FVm= C, O—II BItDbris &5 fi x 60 it h = 24 tt. Not Pnd Tone Tniss, Neitha and web consideed DOL- 1.33, CC 7me Width 6 fL 4) Mrnitnanstorage attic loading in accordance with IBC Table 1607.1 has not am applied Load Case Lrl: Std Live Load Point Loads Marber Location Direction Lad Ttib Wilt ' Top Chd 6613 Up 6211s Tcp Chd 1413 Up 62 Its Top Chd 3-76 Down .5lbs Top Chd 3-76 Dam 5Rs Load Case DI: Std Dead Load Point Loads Merrba Lotion Direction Load Trib Wdth - Bot Chd 16-13 Down 7ls Bat Chd IL13 Down 7lbs Bet Chd 3-7-6 Down, Do 28 Chd .4-7-6.4-7-6Dawn Ibis 29 bs Member Forces Summary Table indicates: Menbam,rmCSl,maxa>aalfb=(imcmgcforce ifdffaentfrom rraca)dalforce) TC Im 0.549 -24 Ibs 11-2 Q622 -7211s I __ I �® ®9 11-pe�0B o 0,vI J Ecar z, I— o� e ate° oto9 m o O e e m Door UC �\�' t /000 L ® ®�°®�®es�N �aoere Stephen W. Warter Strut Fnga54395 2590N. Kings High. Ft Pierce FI 34951 Southern Truss. Companies, Inc. Truss: CJ49 SOUTHERN 2590 N. kings Highway 7obName: WS-5512-C-BR BALrEX1N TRUSS Fort Pierce, F134951 Designer JAO Component Solutionsnd COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 2 of?014 2:58:44 PM Truss Page: Version:4.352 (Build 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 3-7-6 3.535 /12 1 2-7-10 0-0-0 0-0-0 0-0-0 1 12 in 331bs Truss -to -truss Connections Summary - ID Carved Trtas CanyingTnss Carrying QBsel Angle TT56 JIE CJ49 1313 315 deg . TT56 11E CJ49 Id13 45 deg TT44 CJ49 B5G 26-10-12 225 deg TT57 J3F . CJ49 4-4-12 315 deg TT57 BF CJ49 44-12 45 deg Notes: ' ])'Ibis c sip is based on ASCE 7-10 as refe=ced by the 2010 Florida Helping Cade 2) Unlabeled plates are W 20g. 3)'When this bras has been chosen for gmlity assurance inspection, the Plate Plamrelt Method MITI 1-200YA3.2 shall be wed Cq-1.17. 4) Tnas-to-aws connection is for@aphitml intrapetation only. A hang or other shtctwal connection shall be po+ided to resist the rtml teaction and tplitt shown in the Reaction Starmny 5) listed wind Whit reactions based on MWFRS Only loading evt O "**SE ° !� U3 s9 oho B®��,q ooOO FL -1,WICE•Acopyoftb'sde.*dzlbcfumibedtothecmelunconimctm. Thedevm°fthiviAWmltn i;ba.xd°ndes�perierhandrequiememswMkdbythe Tr Nbnubcturerandm&s°pontheacc°mcyandcompbte°ems fthrchfommtim Stephen W. Warter xt fonhbythe W&glk*.-Arcaloathsdmwrigid'catesacceptameofpmRs�n ienghecrigr qxp gbdrym4 forthetruac°mpo°e°t des�nsMuu. The suabayaadu ofthiscomp mntfora°ypancubrbudfngdesgn ache msponsWlyof S� Engd�95 the BuillhgAsgmr.perA1MW11=007 Chnpter2•WARNPIC"Tnn sreq pmNrhandfg,muctinmsmht aadbmeng. Referlothe bted edibaofBCS1(Bm1TgComponen1 Si@IylnformatbnpntyprcZ=cdbyTPlardSBCA) fmpmper u°amtimmethudsandinpwamaRtyhrormalh..b1igwtbe entire co 9mclunpmces latheab—eofgseci i=fatbn andlemMmryrecmiaVbmchgTecirmlbmbyothcmlhe rtcahtun(jxb&gn9a1btbvloL mes)ardtempomry 259BN. King Hier. FL Pieme Fl 3495] redmnl/bmengoflhetruw:ssha0td nor<emdanceoihBCSI-BI andBCS1 B2. Trusxsaturcquie permanem mslmut/bracugofchordsandcenanucbmembers(whercidcated). Thadmttngordyb&.Iesthe bwtunsforhtemlrc9rdnt.The methodofnd'n•iimllrusmemberrmrahVbracngshalhea q-iridbythe BuSl4lkt-1 ATSM I,CIupter2;Fq=ife tnnsprnnarrcntbraci�desensrrotgxedWbyolherath'ssfialhe aecomp�edM Sandardndudrrhlemlresrantand dhgomlbmcugdeta�naccordaneeaCS1 ihBCSI-B3mB-B7asappTcabL•.•B.40RTAM"fi'sdesgnamunestbe I=bmamfact°rednaccordamesrdhthisdmwvgandlhe gmrlycriem specifiednAlSVTPI I Ctupter3. A➢eonnectorpbtessbal be manuracltaedbySinpvnStroog.TicCompany.Ine naccordance xihFSR-2762.A1comeetmph1sare 20 gage,unbslbe geefedphtes¢e bfomucdbya "-I9",&kh hdhm—n 18 gage phle. �•J Southern Truss Companies, Inc. Truss: CJ49A SOUTHERN 2590 N. kings Highway JobName: wS-5512-GB1t BAL EXLN "TRUSS Fort Pierce, F134951 Designer. JAO Component SolutionsTM COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 4/9/2014 2M.-45 PM Truss Page: 1 of2 Version:4352 rBufld I] Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 3-7-6 3.535 /12 1 2-7-10 0-0-0 0-0-0 0-0-0 1 12 in 33 Is 6-3-0 2-710 376 3-7-6 12 2 to-03 o_ d �ED v 2x4 1 2x41 J ff1F B5G 143013 0-0-0 0-0-0 3 7-6 3-7-6 Loading General CSI Summary Deflection L/ (loc) Allowed Cared Wds Os) Bltcod;: FBC 2010' TC: a55(5-1) Vat TL: 0.01 in L/999 (3-4) L/240 TOLL: 20 TPI I-2007 BC: n20 (34) Vert II. O in L / 999 3 L / 360 TCDL: 0 Rep Mbrintmese: No Web: 0.03(14) Hen TL• Oin 2 BCIL: 0 D.O.L : 125 % Crap Facto, Ka=1.5 BCDL: 10 Plate Offseft ontYY.Ang)' (1.41a1-12,16) (3:2-13$S9.) (4.743-8,9a) Reaction Summary 1T Type Bg Corbo Bg%M kh Material Rqi Beg Ulth Max React Max Gmv Uplift Max Mnd UpliO Max Uplift Max Haiz 1 Pin (Wall) 1 5.25in Canape Masonry 3.OD in 911hs - 1151Fs .1151ts 125 lbs 3 H Roll (fuss) 1 1.5 in - 3.OD in ISO lbs - - - - 2 H MI Cross) 1 1.5 in - 3.00 in 208its -146 lbs --14611s - Material Summary Bracing Summary TC SP (ALSC&2013) SS 2x 4 TC Bracing ShmthedorPurlins at 6-3{7 Pmlin dsigh by Others. . BC SP(AISC6.2013) iQ 2 x 4 BCBracing ShmthedwPudinsatlO"Polindmigtby0thm. Weis SP (ALSC6-2012) AR 2 x 4 Loads Summary 1) This truss has been dmighedfa the effect dac to 10psfbdtan chord live loadphs dadloack. 2) Standard Lads on Tosses Carted by this Girdr. TC Live = 20 psf;TC Dead= 0 psf; BC Lire = 0 ps4 BC Deed - 10 psf 3) This muss has been dmignd for the effects of wind loads in accordance with ASCE7-10 with the following user d-Ened inpta: 170 nFh dtrroatq EWme C, Overall BI4gDins 85 ft x 60 ft, It = 24 ft, Not Fnd Zone Tess, Neitherendwe b oonsidaed DOL- 1.33, CC Zone Width 6 R 4) Minhn stoage attic loading in accordance with IBC Table 16W.1 has not been applied Load Case Lrl: Std Live Load j 1( Point Loads Marber Location Direction Lard Tdb W(kh ®9®a Top Chd 1-6.13 UP 621ts 24 in ®B Top Chd 1-10-5 LIP 62Its 24 in Ton Chd 3.7-6 Dam Slbs 24 in ° _ G°°�°°° T Chd 3-7-63-7-6Dam 3211s 24 in E S Load Case DI: Std Dead Load°C)�i Point Loads Merber Location Direction Load Trib Vddh Bet Chd IS13 Dam 7lbs 24 in But Chd 1-105 Dam 7lbs 24 in Bat Chd 3-7-6 Dtrwrn 28 lbs 24 in Bot Chd t7.6 Down 31 lbs 24 in m QY e ® re o a � Member Forces Summary Table indoatm:MenbmlD,;axCSl,mm axzxcalforce,(tnaxrtxfaceifdfferentfianrraxanalface) TC 1 at n549 -14lbs 1.2 0.521 68 lbs (-68 lbs) Bc 3-0 0. 1 95 0its I=41 wit 114 ama 68 lbs 1-1 noon ola L°Q ®® omffe48 ' S 1 BBAOB9i4 m'QriCB•ncnpyonh'sdesphshaebefmT&xdmthemctimcmumaor.Tnedcsgnofhh'andhiJwllm i;bnxdon&s't crierbandmqu:cmeotsmM&-.dlryhMTr WnufctmerandmksuponlbcnccmcyandcmnpL-1 M..oftbcnfmmatim Stephen W. Wafter th BuMirtrhe Bmld'j=ANner.Ax2DD7 C'sdmwbgudcatesacceptance.giireeswilco.deZ-e-tb .g.in.ndb sing. Reomponehlesi ed6mofBCSwiuffngC po=r1Sarei pmhemfmaj3idly o&cdbyT6nskmFrta gorpro r Strop. Fng(154395 the BumingDlhdder di.pSn.f.tyi7Chptb..bibBMhccnthsesmmtbnj� cmintherectba•rc9miaaM albtbnandte othehteo miimofBC9(Bifi=lbomponeor thci bafosmatbnphlypodbtbntoL,7 es)BCA)f°rpmper 69alat®mahodsarhdinponantafetyufomhatbnrehtugmrhe cmieconarucion)excess lnthe ahxoc<ofspecdc a9aBatbnandtemporaryrc9mur/hracugspecdratbnsbyotbeghhe n9amtoa(nedd'ngn9ahribntohsances)anitempnmry 2590 N. Kings High. FL Piers FT 34951 resmdVhracngofthe�UlbebaccomoroccofhBC9•BlandBCSi-B2.Tms%.b�mgniepermanent.g.hifaachgofchordsandeenabu bm=bm(nbemiedealed).TT'ndmwngonynd-eatesthebuibmfmblemlmslmut.Thc methodorndn•Bualhe�memliare4ranr/bmeibshalbensspec'dedbytbe BuSingDmig-MAMYM I,0apre,2; J..3-ft u—permanenihmebgdesgrhsnot sec£edkyother;thbsdolbeaceompWmdb) alandmdiMu9n•btemlmstmbt and j d'ngorsal bgdet ii ub. coma°ceudhBCSI-B3.BCS1.B7asapphabk.•1MIOR7ANr-Th'nde6gna—m� iine thet—mamractdioaeconlanceuihtMdmuingandthegmftycriehspec'd'ed'nAPSUM]Chagam er3.Alceetorpbtesshal bemmufictmedbySinrmnSthong-TeComparylncbaccordance wihFSR-2762.A1—ctmph1esare 20gpge,mka1he gec'dedpbte s¢e'sfoUwdbya"-IS"u&hbdcatesan 18 r.ge phte. `C! y _ Southern Truss Companies, Inc. Truss: CJ49A 2590 N. kings Highway JobName: WS-5512-C-BR BALEXIN SOUTHERN Fort Pierce, F134951 Designer. 7Ao Component SolutionsTM TRUSS COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 14 258:45 PM Truss of Page: 2 2 2 Version:4352 iBufld 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 3-7-6 3.535 /12 1 2-7-10 0-0-0 0-0-0 0-0-0 1 12 in 33 Ibs Truss -to -truss Connections Summary M Cam Trms Canyin Teas Carrying Of sd Ande TT58 JIE C149A 1-&13 315 deg T759-: -11E, - _ CJ49A , _ 140-5 145 deg _ TF42 CJ49A B5G 21-94 315 deg _ _ Tf60 13F� ,:.. 049A 44-12 315 deg -, •-- - TT61 13G CJ49A 48-4 45 deg Notes: I) This eftaigt is based on ASCE 7-10 as x1bre tcedby the 2010 Fluids 9rilding Code 2) Unlabeled plates are 2420g3. 3) When this hlas has been cLosm fa gality asst>rmtre inspection, the Plate Place tt Method per TPl 1-2(10UA3.2 shall be teed Cq- I.IZ 4) Tms-to-t ms entuncc im is fagaphieal intoprmffm mly A hanger or other strtctaW connection shall be prmidod to mist the nmc motion and uplift sham in the Reaction Sutntaty 5) listed wind uplift tractions based on MV;TW Only loading . y� o S E • D`1 t1 O�- ® �y O o �, P l G it, rl ®®� FL 0 °°'� o° eeleoa •NMICE•Acopyofthia&elnshalbeOwtltedtotheemcibncontmcioc Thede*ofthi;bdivi&dlmil bba.d.iv,riemandrequiemenls.MS&dbytheT—?&nufacimerandmresuponthcacc=cyandcompl:temmoftbebfrmalbn Stephen`7`7 Wdrter ..1 forth bythe Budiug D:*er. fortbe 1—comp—.1&gn9tmrn.TheatiabByardmofth'scnmpnnent frmry1aneubr1,w&t;&vp slhe rer—tayof Sb=Fng 1154395 the Bullbga erperAM*MI--'_'007 Chapterl-WARNM*Tmsesrequie pmperhmdlogemc1bgm3miu andb—ing. Rerertothe htcl edivaofBCS1(BumbgCompnwnu&fetylafomatimpbtVr dmcdbyTIlmdSBCA) forpmper �N: ICin Ft. Pierce Fl 34951 ioaml'unmetbodaadimpm-1 f,1ybformatb..btbgio1bc-tion e ctmibn ponces intheab—c ofspecirc rt9a@nbnandlempomrymgmbVbmebgspecdwtbmbyolhemtbe idamtbnfalrfngimamtbntob—es)andlemNmry High. re9mbt/bmcbgoClhet �sshilbebaccortlaace wihBCb7-BI mdBCSI-B2. Trt�sah requiepermmenl'rc°midNmebgofetwrd aadcenabuebmeml+ers(ultere bd'rated).Th'sdmwbgonyidcatest4bcalbnsforhtemlmsmbt.The method.fiidh•dtalttu —b—r .hVbmcbgdullheasspecTedbythe Baddbg0usgnerperAl5VIP11,CIupmr2; dgKefe tr�pertnanenlbracbgde�n'sralspee'fidbyntlxrslh'sdu➢lxaceompHmdbystmdudiduar}•hteml nmbt etd nnn 4 dug—lbracbgdeta3naccordamcufhB(SI-B3mECSl-B7asappfieabb.•A9UATANf•Th'sdesgoamtmestbetmsssmmfactmedbaccordrccufhth'admwugmdthcqubycrfcrhgree£edbANWMICbapler3.Alco® imphlessha0 tf�(y ` b"mufacturedbySmp=Strong-Te Company.InciraccordmewihESR-2762.Alcomeclorphiesare'-0gage.tmhsthegccircdphtesaei;foEmcdbya"-IS"uishhdeateson l8gagephte. 1 Southern Truss Companies, Inc. Truss: B14G e b.: 4. --- SOUTHERN 2590 N. kings Highway JobNu= WS-5512-C-BR BAL EXLN TRUSS Fort Pierce F134951 Designer. JAO Component SolutionsTM COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 4/9/2014 258.46 PM Truss page: I oft Version:4352 fBufld II Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 2-11-8 0 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 2 12 in 26lbs 2x4 i 3x4 - 1 2 UVI 2x4 1 B6JIE I B5G 4 3x4 - 0-0-0 0-0-0 2-11- 22 11-6 Loading General CSI Summary Deflection L/ (loc) Allowed Carved I.md;(psQ Bhg Code: FBC 2010' TC: 0.05(1-2) Vert TL- QOl in L/999 (3'9 L/240 TCLL : 20 TPI 1-20(17 BC : Q 16 (3-4) Vat IL• 0 in L / 999 (34) L / 360 TCDL: 0 Rep Mlrinerease: No Web: O.OI(2-3) Hurc TL Oin 3 BCLL: 0 D.O.L: 125% Creep Factor, K-1.5 BCDL: 10 Plate Olfsets(JnbxY,Ang)., (1:1-IZ3-$90.)- (23AAQ) (3:1-12,n I (4:3F.5-&Q) Reaction Summary JT Type Big Canto Bg Wdh Material Rgdit Wddda hoax React mm Grav Uplift Max Wind Uplift Max Udift Max Haiz 4 Pin(VAll) I .7in Concrete Masonry 3.00 in 4961ts - .343 Its .343Its - 3 H Roll (foss) 1 1.5 in - , 3.00 in 280 lbs - -179 lbs - .179 Its - Material Summary TC SP (ALSC6-2013)12 2 z 4 BC SP (ALSC6.2013) Q 2 x 6 Webs SP (AISC6.2012)13 2 x 4 Loads Summary Bracing Summary TC Bracing Sheathed orPmlins at 104Q Pmlin $sign by Others. BC Bracing Sheathedor Pu dins at 104Q Pmlin daigo by Others. 1) This tnss has been designed fa the eBars dr to 10 psf bourn chord live load phis dad loads. 2) Standard Imds on Tosses Canicd IV this Girder TCLhe=20psf;TCDmd-0psf;BClit.=0ps&BCDead=10psE 3) This teas has been designed for the effects ofwind lords in accordance with ASCE7- 10 with the follaving user defined inert: 170 ❑phtddnnte E xewe C, Overall Blt Dins 62 R x 40 ft, h - 24 ft, Not Bud Zme Tries, Neitherend web considered DOL=1.33 , CC Zane Width 4 R 4) h4iiiiinun storage attic loading in acradincewith IBC Table 1607.1 has not been applied 5) A200Ih mv+ingpoint live lord has been applied to the BC omcrnreot with otherdad Inds. Load Case Lrl : Std Live Load Point Loads Mad- Location Direction Inad Tnb Wdh Bat Chd 1{l.4 Dawn 377Ibs 24 in Tap Chd 1-3-5 Up 62I1s 24 in Load Case D1: Std Dead Load Point Loads Minter Location Direction I.md Trib With But Chd 1-04 Dawn 190 Its 24 in Bct Chd 1-31-5 Dam 7l s 24 in Member Forces Summary Table indicates: Marter ID, rmx CSL riax anal force, (iinz c npr face iflifferent from. nex axial face) Truss -to -truss Connections Summary ID Carved Tnss Carrying Teas Carrying Offset Angle TT62 B6 B14G 1.04 270 deg TM RE- B14G -3-5 90 deg TT41 B14G 135G 18-168 270 deg fiw�hed t o the ermtbn coma cior. Stephen W. Warier Sma Fang 954.195 2590 N. Kings High. FL Pierce FI 34951 andBfS1-B2. I8pgephte. Arcomectorptatesshae U() _ Southern 1 russ Companies, Inc. Truss: B14G ~" SOUTHERN 2590 N. kings Highway JobName: WS-5512-C-BR BAIsEXI-N • Component SolutionsT^f TRUSS Fort Pierce, F134951 Designer. JAo Truss COMPANIES (800) 232-0509 (772) 4644160 (772) 318-0016 Fax Date: 4/9/2014 258-.46 PMPage: 2 of2 Version:4352 IBulld 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 2-11-8 0/12 1 0-0-0 0-0-0 0-0-0 0-0-0 2 12in 26lbs Notes: I) This wig, is based on ASCE 7-10 as referenced by the 2010 Florida Building Coe 2) Whm this toss has bom chosen for gality assurance insportim, the Plate Placerm nt Method paTPI 1-20tD/A3.2 shall be used Cot= 1. 17. 3) Tms-tovms connedim is fwgaphial intapetatim mly A hangr a other shmi ral anneedion shall be pro ridod to resist the nnx reaction and uplift shown in the Reaction Sumrmry 4)Provideadxtatedainar,topu tpmdng 5) The fats shorn for this tnilti-ply hss are paply and the mctims are for all plies. Two identical messes shall be built and attached as foilays:TC-1 rowof lOdNails orGuo Nails [rain .17"#aWg"] a+12"ae,BC- 2staggNedrows cflOd Nails orGum Nails [ndn .IZ"x2 7/8"] C 12" ac , NVAs -I row IOd Nails or Gum Nails [nen .12"'x27/8"] C 9 " ac.. 6) Fasteners are sired for a sinply supported mifmmly laded toss. If the toss is net sbrply supported w isolated point lad; mist, i.a point lads are not consistently spaced a grater than 24" c.c., fasteners rest be sized by the mss engines 7) Where regwcd sufficient hoMs shall be pmvidod(byothers) to rsist reactions sham. 8) Instal) the sme vs/nails an me side; do not Dip truss. Sumvs/nails shall be installed in the same toss ply that the hangar are anoched to 9) Iateral tracing shall be attached to each ply. 10)All fasteners nlnitrinn 2-I/2" long unless otherwise noted 11) Nails in 1st and 2nd ply shall be stagpmed flan succssNe plies by 112 the nail spacing 12) listed wind uplift reactions hued an MWFRS Only lading tat 6�02 gee, V U °SSE Q. 0 D��r cs O cs'l c ' ss S e0 00�0 "NOTICE"Acopyoftt,edc.tnshalxranibedtotheemct ncommelm Thedeslmoflh'sndrdaaIts' bawdmrdesq crierhandmqu:cmenlsmMkdbytkT)&mfactmeraodmksupmtheaccmacyandcmnpLtenesafthei fr mmtbn Stephen W. Warter wtforthbythe BuklhgLLsiryer.Axalonlh'sdm+vhghd'eatesacceptaaeofryofes�nalengueemgre�aaLTuysLyfnrlhelmscompnnent destmshn+vaThesuiahByaMu�nfYhscnmpomnl foraq•panLuhrl lfngdes�hstMresponsbdsyof SmCt FJr N 54395 Ih:BudlhgDest2cr S.,ASUCPII-2007 Chapter'_`N'ARNMTn srequicpmperhandrng.emethn•restmhlandbmchg.BeferiothehtcsedibnofBCSI(Bu)ingComp.neon Safctylr—atbn,phiyp W.0 dbyTPlandSBCA)fo,plcr g Iblhnmellrodsandnpodanimfelyhromalbnmbtbgtolhcenlieco=—Ib.pnoces lntbeabxnceofy�ecifcuaaIlnbna°dlempomryresmht/bmcbggvcileatiombyolhcmlbehsamtbn(ncLdhguaamtb°toL•moces)andtemmmry 2590 N. Kings High. FL Piero FI.M951 resmbd/bmebgoClhe trh�srLa➢bchacemdanceuih BCSI-Bland BCSI-B2. Tr.bDrequiepermaneolmsmht/bracbgofchordsmMeenahmbmembem(,bmbdFaled).Th'sdm+rhgoaybd'ealesthebcatbnsfmblemlresmht.The methodofi&,iimltrmmembaresmht/bmchgshalbeasgwiredbytheBuiUigD*mrpe ATSVfNI,Clupter2;ir*.ire�permonentbmcbgdetrhhnolsp.Cdby.ther,4 kdulbenecompif dbysordmdiduarvhtemp-trainmd 1� d'ng=lbmebgdetahhamco dance aIhBCSI-B3orS St-B7asapphabL.-RAMTANr•TUdesig+as.°m esthetrusbm=factmedhaccord=c nihthisdmniogaMtbeqwhycrierbg=ifednAbMPI t Chapta3. A➢cormectorphtessbal bemanufaclmedbySmp—Strong-Tb Campany,kchaccordaocew1hEM-'-76'-.Alconneclmphtesare2 gage.u*mtbegmcBLdphtesee•sfolb+mdbya"-18"ntkbi,d'entesan18gagepble. ' ' ® Southern Truss Companies, Inc. Truss: B6 2590 N. kings Highway JobName: WS-5512-C-BR BAIrEXLN SOUTHERN Fort Pierce, F134951 Designer. JAO Component SolutionsTM TRUSS COMPANIES (800 232-0509 772 464-4160 (772) 318-0016 Fax � (� Date: Page: 14 258:47PM 1 I I Truss of ofl Version:4352 rBufld 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 18-9-0 5/12 1 A-0-0 1-6-0 0-0-0 0-0-0 1 24in 84lbs 20-3-0 1-4-0 4-11-10 2-9-6 1-9-6 6-10-10 1-6.0 1-4-0 6-3-10 9-t-0 11-10-6 18-9-0 i 4A - 4 2: 8A - 6x7 - B14G 0.0-0 9-1-0 18-9-0 Loading General CSI Summary Deflection L/ (loc) Allowed Lend Us9 BldgCode: F13C 2010' TC: Q66(2-3) Vert TL• 0.31 in L/688 (7-8) L/240 TCLL: 20 TPI 1-2007 DC: 0.96 (6-7) Vert L.L. 0.Q5 in L/ 999 (6-7) L / 360 TCDL: 0 Rep Mbr lnerease; Yes web: Q42(2-8) H=TL, 0.03 in 6 BCIL: 0 DAL : 125 % Creep Facto Ka=1.5 BCDL: 10 0-0-0 Reaction Summary JT Type BrgCmbo BM Wdth Material Rqd Brg Wdlh Max React Max Gov Uplift Max Wind Uplift Max Uplift Max Hai. 8 Pin (foss) 1 1.5 in - 3.00 in 6621ts - -513 lbs -513 Its 2811s 6 H Roll (Wall) 1 8 in Concrete Masonry 3.00 in 649 lbs --58411s -584 lbs - Material Summary Bracing Summary TC SP (AISC6.2013) N2 2 x 4 TC Bracing Sheathed or Pralins at 4-10Q Prulin d5ign by Others. BC SP (ALSC6.2013) 2 2 x 4 BC Bracing sheathed erAalins at 6-2Q Puriin rgign by Otters. Wets SP (ALSC6-2012) 0 2x 4 a apt: 14t SP (AISC6-2013)12 2 x 6 slider SP (ALSC6-2013)12 2 x 4 Loads Summary 1) This toss has been (sigrred for the eQects the to 10 psf txxted chord live load plus dad loads. 2) This toss has been dsigned fa the efrecrs ofwind lends in accordance with ASCE7 - 10 with the following wor defined input: 170 mph ultirrate, Evxrae C, Overall Bldg Dins 85 ft x 60 ft, h = 24 @, Not End Zane Truss, Neitha end web considered DOL- 1.33, CC Zme W4(kh 6 R 3) Mnimm storm attic leading in aaadance with IBC Table IW7.1 has net been applied Member Forces Summary Table indents: Merrbor ID, mnx CS1, max ax al forte, (nee an¢ face ifdff—t fin—abal face) TC 11-2 0.630 7711s (-3311s) 13-4 0.446 9N Its (4<33 Itb) I Sfi 0.646 1.071 Its (994 lbs) Webs 1-8 (1027 151 Rs (-851bs) 37 Um MY Inst-)w iw)l 1 2-8 0.424 1,11011as (1,043Ibs) 4-7 0.256-594lbs Truss -to -truss Connections Summary to Caniod Tess CanyingTrss Canying OfBct Angle TT62 B6 B14G .1-04 Z70 deg Notes: 1) This dsign is basedon ASCE 7.10 as relberrexl by the 2010 Florida 130ding Cod` 2) Unlabeled plates are 2x4 20ga 3) When this toss has bone chosen for gality ass=o: inspection, the Plate Placarxat Method per TPl 1-200UA3,2 shall be mcd Cq= 1.17. 4) Finding Designer shall verify selfweight of the toss and other dad lend notaials der not exocedTCDL 0 psf 5)Toss-to-trss connection is fbr graphical interpretation only Ahan@m ar other structural connection shall be provided to resist the max reaction and uplift shown in the Reaction S—rary 6) Listed wind uplift reactions based on MWFRS Only I®ding 'N MCE• .1 fenhM ur-1k. Stephen W. Warter Stntl. Eng 954395 2590N. Kings High. Ft. Pierce F1 -74951 Company.lw n accordance wih q-&dphte 18gzgephte. (7uper3. AEcomoctor phtesstug ® Southern Truss Companies, Inc. Truss: B7 ~" t ' a 2590 N. kings Highway JobName: WS-5512-C-BR BAL EXIN SOUTHERN Fort Pierce,F134951 Designer. JAO Component SolutionsaM TRUSSCOMPANIES NIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 14 2:58:48 PM Truss I of Page: of 1 Version:4352[Build 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 19-4-0 5 /12 1 1-6-0 1-6-0 0-0-0 0-0-0 1 24 in 89 lbs 22-4-0 1-6-0 6-10-70 2-9-6 2-9.6 6-10-10 1-6-0 6-10-10 9-8.0 12-5-6 19-4-0 4x4 - 3 12 5� 2x41 2x4 / 12 �5 2 4 in of �=Q C? 0 5 8 7 6 5x7 - 0-0-0 0-0-0 9-8-0 9-8-0 9-8.0 194-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load 050 Bldg Code: FBC 201U' TC: Q65(1-2) Vat TL- 0.25 in L/859 (6.1) L/240 TOLL: 20 TPI 1-2007 BC: Q88(5-6) Vat 1L QOt in L/999 (6.1) L/-160 TCDL: 0 Rep Mbrinaease: Yes Web: 0L27(3-6) Herz TL• Q(3 in 5 BCLL: 0 D.O.L. : 125 % Crap Factor, Ka=1.5 13CDL: 10 Plate 06sets(1nt:X,YAng)' (1.3-11449Q) (2043-1-M) (3:043-13.0.) (4:043.13,48.) (5:3-11,4490.) (6:OQ2-8.Q) _ Reaction Summary JT Type Brg C0nhD BrgWckh Material PAd Big Wdth Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Haiz I Pin (Wail) 1 8 in Concrete Masmry 3.OD in 678 Rs - {03 lbs .6m lb. 72lbs 5 H Roll (Wall) 1 8 in Concrete Masenry 3oD in 678 Its - -603 lbs -6W lbs - Material Summary Bracing Summary TC SP (ALSC6-2013) Hl 2x 4 TC Bracing Sheathed or Pmlins at 5-34 Hahn dmigi by Others. BC SP (ALSC&2013) RL 2 x 4 BC Bracing Sheathed m Pudins at 6.2-Q Pmlin dmign by Others. Wehs SP (ALSC6-2012)13 2 x 4 slider SP (ALSC6.2DI3) Q 2 x 4 Loads Summary 1)'Ihis brss has been designed fv the efiaSs doe to 10 psf bo"ona chord live load plies dad Imds.. 2) This truss has been designed for the effects ofwind Inds in accordance with ASCE7- 10 with the fullovingwa&fined ingd; 17(Inph Wfinra[e,Expx=C,Overall Blt Dins85 ft x60 ft, h = 24 ft, Not Fnd ZmeTms, Neitherandwebeonsidcrod DOL= 1.33, CC Zate Width 6 R 3) Mlnirnten storage attic loading in accordance with IBC Table 1607.1 has not been applied Member Forces Summary Table indats: Menbar ID, rrex CS1, max axial force, (rex mgr face ifdfferent ficra rxal face) TC 7-I 0.520 231hs 2,3 4616 9431h; (9181Is) 4.5 Q674 1,079 lbs (-I,058 lbs) 1-2 Q645 I.QA fft (-1,05811s) 34 0.615 9430s (-918 lbs) 5.8 0.520 23 lbs BC 5b Q882 95411s (-83211a) 6-1 0.882 954 lbs (-7781hs Wrhs 2.6 QI73 452 )bs (-24111s) 3.6 0.269 6551ts (-614lbs)14-6 Q173 45L Its (-2411hs) ®9,��p AA8 (J�® Notes: 0® e® V1m��%��yOOpd I)Thisdesignisbmodm ASCE7-IOwreferencedbythe2010Flaidi BLdldng Ca): 2) Unlabeled are 2020g., plates 3)1i4ten this fuss has been chosen fm galiry assurance inspection, the Plate Placaiart Method MTPI 1-2007JA3.2 shall be used Cq= L17. �O p o �7 G, °°o 01O 4)13nldng DsiV1ashall verifyselfweight ufthetnss andotherdadloadnetedals dons acted TCDLOpsf 5) Listed wind t0ift reactions based on MWFRS Only loading U �o ° 1z L Pea. S 101®%00 norlcB�ncnpyo1`1hMcskm4 tbcf=iMdlothc mcrncontmctnr.Theandmquicement—Ws:dbytheT aManufaclmcrandrefesulmtheaccuracy-do-pbtencssofthcnformatbn mtfnhbylhe Bu3&,Dsip—A.A.1hiad—bg:Mca1eesacce[aarrceofpmfc�nilengircamgmtponsbdryc.Lyfnrlhetmacomponent despt ma.Thestiabdryandu¢ofth'scomponem fmanyyncubrbuMbgde*i;thercspmsbi&yof Stephen W.Warter shim. EngN5A395 theBuMngQ:si<ner,perA15U[I71-2DD7Chapier?-WARNM-T—us qumpmperhandfngemctunrc4mntandbmchg.ReferlotheblcgcabnofBCS1(BuafngComporcnt SaretylnfrmathnyhilypwducedbyTPlandSBCA)forpmper rt°nRirbnmet6od and-mponanl safelyhlbrmatbnrchthglotht emiecon°mctbnpmcesx Nthealsoceof�ec'dch°a4 tbnardlempomryrc9mbt/bmchggecEbalbnsbyothmlhei9aEatbn(iicb&gnaa6atbntoL•mmes)mdlemporary ?59(1 N. Kingi High. Ft. Pierce F1'A951 re°mbt/laacpgoflhetnnzssfial6ehacco*dance uihBC57-BI and IICSI-B2.7ru�sakircquiepemanem re9ranl/bmp jr.ihordsandcenabuebmemniaw6emircdbl-oth,Mtlidot eaciompEblhebcatbnsd Musrahteral sra meth.dofir.6-iiollrus;memberreamblhmcigdiaEbeas pecG dbytheBudibglks€nerperAlSYRIJ,Chapter]; Gspucfe lruapemmnentbmchgdesFnsrwtqecfedbyolher;thcsha06eoccompfdted6ysnndardirdmtryhtemlrcsrabthand r t d'ugmalbmdngdetathaccordameavihBCSI-B3orBCSI-B7asappfi=abL•.•B4MTAPIr'Thcdesipasaunestheius manufactmed'naccor&nceavihthbdmi,i,pndlhegwfiycriemgecitLdnAh6V7771 Chapier3. AlmvneclorphresSut 1 1 2 `1 bemnnufclmedbySinp=Stmng-Tb Company.lnc haccordanceavihFSR•176i.Alcm ctorphtesam20gage,=Lsliespecdedphteszei:folbedbya"-IS"uficbiidcalesan l8gagephte. _ Southern Truss Companies, Inc. Truss: B8 t r e 2590 N. kings Highway JobNae: WS-5512-C-BR BAIrEXI-N m - -- - ' SOUTHERN TRUSS Fort Pierce, F134951 Designer: JAO Component So]utionsTM COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 4/9/2014 2:58:49 PM Truss page: 1 of 1 Version:4352 rBui1d I Span Pitch Qty OHL OHR CANTL CANTR PLY Spacing WGT/PLY 194-0 5/12 1 1-6-0 1-6-0 0-0-0 0-0-0 1 24in 891bs 22-4.0 1-6-0 6-10-10 1-5-15 1 1-3-7 1 1-3-7 1- :15 6-10-10 6-10-10 8-4-9 9-6-0 10.11-7 12-5-6 19-4-0 5x4 - 3x5 i 5x4 - 3 4 5 2x4 \ 2x4 ! 12 12 2 6 5f 15 v o� 0 7 10 9 { 6 5x7 - 0-M 0-0-0 9-6-0 9-8-0 9-8-0 194-0 Loading General CSI Summary Deflection L/ (loc) Allowed Lend (}so BItcode: FBC 2010' TC: Q71(4-5) Vat TL• 0.26 in L/'It'll (9-1) L/240 TOLL: 20 TPI 1.2007 DC: Q88(7.8) Vat LL 004in L/999 (9-1) L/360 TCDL: 0 Rep Mbrinerase: Yes Web: Q20(4.8) Herz TL 0.03 in 7 BCLL: 0 D.O.L.: 125% Creep Facia Ka-1.5 BCDL: 10 Plate Offsets(JntXYAng)• (1.31144X9Q) (20 3-1Jr48.) (3:0(134I.Q) (4:0434911) (5:04A(l) (6:0431148.)-(73-11.4149Q) (8OWAO.) Reaction Summary JT Type Big Curho Brg Wdh Material RcA Brg Wdth Max P=ct Max Gray Uplift Max Wind Uplift Max Upift Max Haiz 1 Pin (Wall) 1 8 in Contnle Masonry 3.00 in 66411s - •60 lba � Its 61 lls 7 H Roll (Wall) 1 8 in Cmerde Masonry 100 in 664 Rs - fiO3 lbs -603lts - Material Summary Bracing Summary TC SP(AISC&20L3) 122x 4 TC Bracing Sheathed, except: 3-5:2WM BC SP(AISC&20Li) IQ 2x4 DC Bracing Shathcda Ptnlins at 5.11-4 Pialin dsigt by Others. Wds SP (ALSC&20M 03 2 x 4 slider SP (AISC6-2013) 92 2 x 4 Loads Summary 1) This toss has brnr desigied fa the cHtris de to 10Isf bottan chord live load phs dad loads. 2) This toss has been dsippel for the etrocis efwind load in ao-dance with ASCE7 -10 with the following ma defined inpd: 170 rryh tdtimtq EWme C, Ovca11 Blrg Dias 95 R x 60 ft, It = 24 R, Not Fnd Zone Taos, Ncitha end web cansid=nd DOL= 1.33, CC Zane Width 6 ft. 3) Minin= stortM attic loading in aocatdance with IBC Table 1607.1 has not been applied Member Forces Summary Table inflates: Meerberm, max CSl, nw atdal fmx I=can¢ force ifdff=t fan none a)dal face) TC 9-1 QS20 23 lb; 2.3 11625 1,007 Rs (.912lts) 4-5 Q845 R711 950IW (-s) 6-7 Q655 1, 13011s (-1,020lls) 3711 95011s 4t45 Its 5.6 QQ4 LOOT is (-91211s) 7-10 Q520 23 Its 3-4 Q 1-2 0.655 1.130lbs (-I.®Dlls) Bc 7-8 QSg4 9181hs (4t70I1s) g1 Q884 918Its (•8161ts)8(� \Vets 2.8 Q141 3691bs (•171ls) 4-8 0197 5161bs (478 Its) I6$ Q141 36911s (47111s)) oe© I �oll ,�pNotes: 0 1)This dcsigt is based on ASCE 7-10 as tcfarnmd bythe 2010 F1aida Btildng Code 2) Unlabeled are 2x4 20g3L ®O ° S E plats 3) When this toss has been chsm for 4sliry assurance inspection, the Plate Placnrtmt Method perTPI 1-20D,"2 sball be reed Cq-LIZ 4) Building Dsippershall verify selfwei&tt ofthe toss and other dad load noterials der not exaedTCDL 0 Ist 5) Provid adgste tiainalp to pevent pondng m `�•i a e/ 6)Listed wind reactions based on MWFRS Only leafing 41ift cLU � o °° o 0 F°L Q® S ®®N®9 •NOf10E•Acepyofth'sdeSenElbefm°'ahediotbenecthncmitn ,or. Tbedespnofthi;i ti,ihnit iW d.dmymcrfemmdn:quhmentswML-dbytbcT=hbnufacimerandmkstq[mlbeacc cyandcompL•teoessofthebr atim xt fonhhythe Hu3ingAs'Peer.Axalonth-sdmuvg:d'eatesaceepanceofpofescmateogueemgrespnn�dfy�Lyforthetrus<ompement desprdrorrn. Tle stiab5ya°duc ofth'acampnaem fmanyparle°hrbuil6gdes�sthe rcsponsbgiyof Stephen W WhAcr sue. erg R �95 Ib.D.Hhglksgner.paAh1SVIPI I-aa107 CWPI.2.•wARNBJG•Trot;srcqu:elxoperhandfng.erceimr,rtsmbt aadbmcng. Refertoibehtesediu°ofDC9(13u;mgComponent Safety]��i�raatwphtylvoducedby FIandSBCA)fmpmper niahlhnmethodsaad'mponam afetyhtmmatunrebfngtotheemiec gructhnlrocess Inrbeaba:nceof�ec'de imaDatbnarxllempomryreamht/Machgspecf atunsbyoRrastM rt°amtba( hd'ng rt9amtbat°Lmttes)andremponry 390 N. Kin Hi Ft. Pierce F131951 ter• rcg.Wft mcngnf2he 1—!hAte h.c—danceuihBC9-BI aMDCSI•IL. Trmxsahangiuepermattol rc9mnt/brat'ngnfclrordaaMcenaiaoebmembers(ubere iid'rated) Th'sdrarvugonyialcatesthelxatunaforhtemlreamut.The metMdofndxa�rrltnmmemharesrnhUbrsngdtaLbeass--t-dba theB lii Des€nerpaAT1S7/f171,Chapier2: iapec%truapemm°entbmengdesgnFmtspxt dbyothers th'silulbeaccompHvd bystandardidtaghtemlmaraht and d'ngaaalbachgdetarkbac<ordaaeavihHCSI-B3m13CS1-B7asappEabL.•A4CMW4f•IT•sdespaaamtesthe onus'smanufactwed'naccorttaneewihth'sdraumgandthe qua8ycdem slecifed hAMYrPI l Cbu1-3. Aleomectmphtes9ul bemarmfaactmedbySmpmnStmag-7-rCompwy,Irc h accoNatteaihFSR•�7Q.Alcarmectmphtesarc 30gage,unL.sthe spec'fedphte z¢e-sfoe+ecdbya"•I B"a�fi'ehhd'ratsaa 18gagephte. Southern Truss Companies, Inc. Truss: B9 2590 N. kings Highway JobName: WS5512-GBR-BAL-EXW SOUTHERN TRUSS Fort Pierce, F134951 Designer. JAO Component SolutionsT°d NIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax COMPANIES Date: 14 258:49 PM Truss I of 1 Page: of 1 Version:4352 [Build 1 Span Pitch Qty OHL OHR CANT L CANT R PLYS Spacing WGT/PLY 19-4-0 5/12 1 1-6-0 1-6-0 0-0-0 0-0-0 1 24 in 88 lbs 22-4.0 1-6-0 6-4-8 6-7-0 6.4-8 1 1-6-0 1 64-8 - 12-11-8 19-4-0 4x5 - 4x6 - 2 3 12 5F - 12 �5 v P� 33XQQ MHO 3iE23+ �� 1 4 9 8 7 6 5 3x4 - 4x4 - 2x4 1 0-0-0 0-0-0 64-8 6-7-0 6-4-8 64-8 12-11-8 19-4-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (1230 B]t Cod:: FBC 2010' TC: Q82 (34) Vat TL Q 12 in L / 999 (5-6) L / 240 TCIL: 20 TPI I-2007 BC: a76(5.7) Vat IL 0.0 in L1999 (5-6) L/-160 TCDL: 0 Rep Mbrincrease: Yes Web: 0.19(3.7) H=TL- 0.03 in 4 13CLL: 0 D.O.L.: 125 % Crap Facts, Ka= 1.5 BCDL: 10 Plate Offsets UntXYAngk (1311449(k) (2043401 (3:1-12340.) (43-11,4-Q9(k) (5:1-123&90L) (6:042.4Q1 (7:38.380L) Reaction Summary TT Type Brg Carbo Btg Wdth Material IWBMW&h Max Ract Max Grav Uplift Max Wind Uplift Max Uplift Max Had. I Pin (Nall) 1 Sin Ccrcn,1.Masonry 3AOin 64011s - 103 lbs -6031ts 5511s 4 H Roll (Wall) 1 8 in Concrete Masonry 3.00 in 640 lbs - -603 Rs -6031bs - Material Summary Bracing Summary TC SP (ALSC62013) Q 2 x 4 TC 13racing Shmthed mPualins at 5-7.Q Pu din tdsign by0thes. 13C SP (ALSC6-2013) Q 2 x 4 BC Bracing Shmthal mPudins at 6-I-Q Plulin dsig° by0lhm. , Webs SP (ALSC6-2012) fB 2 x 4 slider SP (A1SC6-2013)12 2x 4 Loads Summary 1) This bss has tan designed fix the effects a,e to 10psfbatonchord Rye load plus dead lead;. 2) This toss has been designed for the effects of wind Inds in accordance with ASCE7 -10 with the folluMng user d:fined inpot: 170 nph Wfi=l ; Exlm= C, overall IftdgDirrs 62 fix 40 @, h = 24 ft, Not End 2aneTnss, Neither end web considered DOL=1.33, CC Zone N6dth 4 ft. 3) Minimnn storage attic loading in accordance with ®C ThWe 1607.1 has not Bern applied 4) A200lbs moving punt lire lad has been applied to the BC canearett with other dad leads. Member Forces Summary Table indates:Memba1D,nnaxcsl,,naxaxial to=(rrax cwvffarxifdffbent6anrr xialf=) TC Q521T 231bs I23 Q815 1, 14411s (-943I1s) 49 Q520 231bs I8-1 1-2 Q814 1,137 Rs (-1.@S lbs) 3-4 Q816 1,B71bs (-1.Q.BIbs1 9-1011s s7 9371b; (-887lbs) 7a Q6u 930lbs (-&Ulbs) %@%% 8@B 88§ BC 45 Q645 (sa7lbs) 22 Webs 2-7 QI01 249ls (-281bs) }7 Q187 187ls (-187 lbs) 3-5 Q127 31311s (-Il l�)®®®� e�a� ode Notes: 00®��q� °o°�v°wL.....° ° `� 1) This design is Lased al ASCE 7-10 as referenoedby the 2010 Florida Building Cody 2) Unlabeled 2x420ZL p°L® �/° ° 41 \a plats are 3) %ern this toss has been chosen for quality assurance inspection, the Plate Placnaent Method per TPl 1-200LA3.2 shall be used Cq- 1.17. 4)Widing Designer shall verify self weight of the truss and other dead load ❑medals do not eared TCDL 0ps! a, u V �[� ° Fu 5)Pmvidead mtedrainagetopevatpaidng 6) Wad MVXM Only loading -to�! o o m c � o �0 � m Listed wind tplift reactions on �s o ppa 0 �J P O°°° b`;% °L 'N0rr10E•Acopyofth'sdeskrn4Abe fenibedtotbe emetbncontmetre. The dcgmoflh'sudiilmllmss"smxdonde�creem and.quiemenlsmpp&dbylheTr hbmfaclumrandmksuponlbe necwacyandcompttenesoflhe nTmmtim t forthbylheBuddugDesgncr. Asealonth"sdmwhgndcalesacceptameofpmfesomlcngrrcemgmWnsi)dymPyforlheir compomtdesgvshmw.ThesAabityand Qafth'comp=nl1 anypancuhrbdJJgdesQnclhc responsbSryof ... Stephen �7(7` arter Shut Fog H59395 IhC.,,:glks =r perANSVM 12007 C mpler2. •WARNM'Tnnasmquir pmperhandfog.cmctbn,m9mbl aDdbmcing. Referiotbebicg cdlbnofBCSI(BuBibgCompownI S3fClylnf=albnyiltyprodwedbyTMandSBCA) forpmper usahlthnmelMdsaMinpmlanl serf lyhf alnvrchthglolbe cot¢consrnelhnpn+cess NlheabxnceofgccEbnvamtunandtempoarymimhllbmenggecifcatbmbyolbemlhen9albtun(ucldnghla6nu°IOL•mrces)aedtempomry 2590 N. Kings High. Ft Pierce FI-M951 m2raw/bmen8ofthe tr-esrha1bebaccoab=eu4hBCSI-Bla°dBCSI-112. T—atarcquiepermasrcmmsnut/b acugofchordsardeenanucbmembcm(%,t=id'e led).Th'sdmnnguayidi:ateslhe lxatinsforhtemlrcsmnt.The methodofiWi•dmlbusmemberre mnVbmengfta beasgp iredtq•the BudingD,smrperATSVTFI I.Chvpler2; YspecfeImspermvnent6mengdes@nhtwt spaifedgro0mr;lh'seluAbeaccompdmdbrsandard'ndu4ghtemlrcsmht and d'egomlbrachgdem3haccmdancelvihBCSf-B3arBCS7-B7 asappficabY.•IbffIXtLV7I.7h'sdcsTnammtesthe bus'smanufaclurednaccordancewihlh'sdmnvg andlhegmaycrierh specGed'n ANSVf171 Chapter3. AAcmmeclorphlesdua �, bemanufacldbySmpsnSimng-Ter Camlony,TneitzecotdanecuibESR-276'.Alconneclorpblesam20pge.unbsslbeg.,id'cdphte..c kf°6—dbya"-18"n6chhdealesan18gagepble. ure - Southern Truss Companies, Inc. Truss: B12G 2590 N. kings Highway JobName: WS-5512-C-BR BAL-EXIN SOUTHERN TRUSS Fort Pierce, F134951 Designer. JAO Component Solutions'T' COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax 4/9/2014 25850 PMss Truss page: I oft Version:4352[Build I " Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 194-0 5 /12 1 1-6-0 1-6-0 0-0-0 0-0-0 1 12 in 90 lbs 22-4-0 1-6-0 44-8 5-10-0 P 2-4-8 6-9-0 1-6-0 1 44-8 10-2-6 12-7-0 19.4-0 2-5-14 2-5-14 12 5i— 4x4- 4 CJ39 IJ3 GT1 0-0-0 0-0-0 5.10-12 6.8-4 6.9.0 5-10-12 12-7-0 19-4-0 Loading General CSI Summary Deflection L/ (loc) Allowed Camel Lords C.0 BIt Code: FBC 2010' TC: 0.93(2-3) Vat TL• 0.15 in L/999 7 L/240 TCLL : 20 TP1 1-2.OD7 BC: 0.88 (6-8) Vat LL OL09 in L/ 999 ('7-9) L/ 360 TCDL: 0 Rep Mlrincrrase: No Web: 0.49(3-6) Herz TL Q04 in 5 BCLL : 0 DAL : 125 % 1 . Crap Facto Ka-1.5 Reaction Summary JT Type Brg Ccrrbo Bug Wdth Material WBgNdh Max React Max Grav Uplift Max WindUplift Max Uplift Max Horiz I Pin(Wall) 1 - Bin Concrete Masonry 3.00 in 8011bs --7021ts -7@lbs 411ts 5 H Roll (\mall) 1 gin Concrete Masonry 3.00 in ' 485lbs - -4551bs -4551bs - Material Summary Bracing Summary TC SP (ALSC6-2013) p2 2 x 4 except: TC Bracing Sheathed a Purlins at 4-3-0, Min desip by Others. 9-2 SP (ALSC6-2013) SS 2x 4 BC SP (ALSC6-2)13) I2 2 x 4 BC Bracing sheathed a Pudins at 3.9Q Podin design by Others. Wets SP (ALSC6.2012) 03 2x 4 Slider SP(ALSC6-2013)1/22x4 Loads Summary 1) This tnss has been dcsipped fa the effects dre to 10 psf baton chord live lad pl s dmd lads. 2) Standard Loads on Tnescs Carved by this Girder. TC IJse = 20 psf;TC Dad - 0 psf; BC ljxe = 0 psQ BC Dead= 10 psf 3) This toss has been (Icsi@red for the effau ofwind loads in acax&nce with ASCE7- 10 with the follaving user droned inp.M 170nphulthmte4sae C,Oveall BI(bDim;62 ftx 40 ft, h - 24 Q Not End ZmeTr ss, Neitha mdweb oonsidued DOL= 1.33, CC Zane Widdr 4 It. 4) Mmimmr stm@: attic herding in accordance with IBC Table 10.1 has not been applied 5) A20D Ibis mwingpoint live lad has been applied to the BC cmament with other dad Inds. Load Case Lrl : Std Live Load Point Loads Marber Location Direction Lad Trib Wdth Top Chd 3-9-8 Davn 69lbs Top Chd 5-I-0 13 v 68 Ibs 24 in Bot Chd 5-94 Down 1751Is Load Case DI: Std Dead Load Point Loads Herber Location Direction Load Tnb Wdth ' Bet Chd 3-98 Dawn 721bs Bat Chd 5-1-0 Dann 411bs 24 in - Bot Chd 5-94 Dm71 8811s User -defined Load Case OF1r8: TTC Load Case Point Loads Marta Laeatim Direcrim Load Trib Nidth Bea Chd 3-9-8 Dawn 20D Its User -defined Load Case ORO: TTC Load Case PomtLcads Menber Location Dveaim Load Trib Wckh But Chd 5.1-0 Dam 2001m 24 in Stephen W. Warter Sbuct. Frig 1154395 259D N. king; High. Ft Pierce Fl 34951 Southern Truss Companies, Inc. Truss: B12G ^, m SOUTHERIlI 2590 N. kings Highway JobName: WS-5512-C-BR BAL EXLN TRUSS Fort Pierce, F134951 Designer. JAo Component SolutionsTM COM ANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 2S8S0 PM Truss Page: 2 o2014 2 f2 Velsion:435.2 jBufld 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 194-0 5/12 1 1-6-0 1-6-0 0-0-0 0-0-0 1 12 in 901bs User -defined Load Case OFIr10: TTC Load Case Point Loads Menba Location Direction Lad Trib%V kh Bot Chd 5-94 Down 21D Ibs Load Combinations a Load CmW Factor Lad Duration Factor 1 DI 1.000 0.900 2 In +Lrl 1.000 1.250 3 DI+0.6 W3 1.000 1.330 4 DI+0.45 V5'+0.75 Lr1 - 1.000 L330 - 5 DI+0.451V1 1.000 1.330 _ 6 0.6 D1+0.6 VA 1.000 1.330 0.6 D1+0.6 W4 1.00D 1.330 _7 8 0.6131+0.6W4 1.000 1.330 9 06 D1+0.6 VA I.00o 1.330 _ 10 a6 DI+06 V,9 I.a 1.33D II DI+L10- LORD 1.250 12 DI+LUU LWO L250 13 DI+UR2 Loon 1250 14 DI+OFIrl LORD 1.250 15 DI+OFIr 1.000 1.250 16 DI+OFIC 1.00D 1.250 17 DI+OF44 Lom 1.250 18 DI+OFh5 1.00D 1.250 19 DI+OFh6 LOW 1.250 20 D1+ORO IOOD 1.250 21 DI+01716 1.00D 1.250 22 DI+ORO LODD Lm 23 DI+OFh10 1.000 L250 Member Forces Summary Table indicates: MenberlD,rr°xCSI,«azadalftm(nnzmRcfuoeifdiff=t6vnn°zapalface) 7C I ( I5-10 1 � (� 1�) I %2 0.549 2-'+8611s (-le L51811s113-4 0.593 1.20516s (4W bn) (In 993 11s Truss -to -truss Connections Summary ID Carried Tess CanyingTnas Carrying Offset Angle TT46 _ C139 B12G 3.9-8 _ 315 deg ,Tr47- - J39, BUG 5.1-0, 9odeg, TT45 MGTI B12G 5.9-4 90 deg Notes: 1) This desi®r is basal on ASCE 7-10 as referenced by the 2010 Florida Wh ing Code 2) When this tnss has been chosen for gality assurance inspection, the Plate Placamrt Method per 7P11-20DNA3.2 shall be read Cq-1.17. 3) Provide adxlate dainage to pmmnt pondng 4) listed wind lift notions based no MWM Only Iwdng -NancE• xt fonh W • f=atbn I Stephen W. Warter �f�ByOt Sbu:t. Fng 454395 , roran 2590 N. King; High. Ft Piero: FI 14951 andBCSI-132. gwaycriem :atesan l8eplam. 'uATb7?171 C'hapter3. Alconneclorphtessba0 I `e / ¢agephte. Southern Truss Companies, Inc. Truss: CJ39 SOUTHERN 2590 N. kings Highway JobNarne: WS-5512-C-BR BALrEXIN TRUSS Fort Pierce, F134951 Designer. JAO Component SolutionsTM COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 4/9/2014 25851 PM Truss page: 1 of2 Version:4352 P3ufld 11 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 6-0-12 3.535112 1 2-1-7 0-0-0 0-0-0 0-0-0 1 12 in241bs 8-2-3 2-1-7 1 6-0-12 11E I Fj-3E-l812G 0-0-0 0-0-0 6-0-12 6-0-12 Loading General CSI Summary Deflection L/ (loc) Allowed Carved Load;(Ist) Bltcode: FBC WHY TC: 0.72(1-2) Vat TL- Ql in L/608 (34) L/240 TCLL: 20 7P]1-2007 BC: Q52(34) Vat 1-L.: Oin L/999 3 L/360 TCDL: 0 Rcp Mtrinarase: No Web: Q09(1-4) Hone TL- Q04 in 2 BCLL: 0 D.O.L : 125 % Creep Factor, Ka= 1.5 BCDL: 10 Plate Odsets Unt:XY,Angt (1:24Z"90.) _(4:2-IZ-1,8,9Q) Reaction Summary JT Type Brg Conbo Brg Ulth Material Rqd Brg Wdh Max React Max Gen, Uplift Max Wind Uplift Max Uplift Max Hoiz 4 Pin (Wall) 1 I0.563in Concrete Masonry 100 in 2581(s --1071ts-1071ts 1231ts 3 H Roll (foss) I L5 in - 3.00 in 272Its - - - - 2 H Rol (foss) 1 1.5 in 3.00 in 134 Its -651ts-1471(s -147ls - Material Summary TC SP(ALSC6-3313)SS 2 x 4 BC SP (ALSC6.2013) SS 2 x 4 NW s SP (ALSC6-2013) 02 2 x 6 Loads Summary Bracing Summary TC $acing sheathed or Pralins at &3.Q Pmiin design by Others. BC Bracing Sheathed or Ptalins at 10 O-Q Pudin design by Others. 1) This Miss has been dsiga°d fa the effects due to 10 psf bottom chard live load plus dad loads. 2) Staadmd loads on Timses Carved by this Girds: TCU o-20psf: TC Dead -0ps�BC Lire=0psQ BC Dead=10 p;L 3) This tars has been c signed fa the effects of wind load: in accordance withASCE7- l0with the following user defined inpd: 170 rrph ultimate, Exposure C, Owaall Bldg Dims 62 R x 40 it, h = 24 R Not Fnd lone Tms, Neitherrndweb oonsidmA DOL= 1.33, CC Zone Width 4 R. 4) Mini —an storage attic loading in accoftce with BBC Table 1607.1 has not been applied 5) A 2001ts moving point live load has been applied to the BC comment with aherdad loads. Load Case LA: Std Live Load Point Loads - - Marlxr Location Dhmion Load Tnb Wdth Tap Chd Ib13 Up fit Its Tcp Chd ISU Up 621tc - TcpChd 4412 Dam 34ls Top Chd 44-12 Dawn 3411s Load Case D1: Std Dead Load Point Loads Marber Location Direction Ixed Trib Wdth But Chd I.6.13 Dam 7lbs Bat Chd IS13 Dawn 7lbs Bot Chd 4412 Dam 28 Its But Chd 4412 Dam 29 lbs Member Forces Summary Table indicates: MatbaID, n—CSI,coaxaxialfarce,(mxcarpsfacei17dffaentSomlrexa)dalforce) TC ISl Q318 -1811s 11-2 OL721 -1BIN I i xl 000 '*O*SE O ® c a m P 'T^ o pA O L rS °ae•�°°° !! ®®0 e�®�®® iE7S S I Ot1%% Stephen W. Warter SWct. Eng954395 2590N. Kings High. Ft Piave Fl 34951 dngonalbmebgde1ailsbaccordaae%vihBCSI-B3orBCSI-B7asappreabL.-ME'M.TANf•Tla-sdesknas esthe Irussmanufaclmdnaccmdanmst4hlBdmwugaodtbegmRycheru specGc, bemmuf ctmedby5mpnn&mog-TcComp uy,Ine uaccordanceafhFSR-276i./Ucemeelorphtesare 20gage.u*slheq—ied phtes¢ehfohm-dbya" lr whcbndeatesan l8 gage pbte. (is EM= _ Southern Truss Companies, Inc. Truss: CJ39 SOUTHERN 2590 N. kings Highway JobNarne: WS-5512-C-BR BAIrEXIN TRUSS Fort Pierce F134951 Designer. JAO Component SolutionsT"f Truss COMPANIES (800) 232-0509 (772) 4644160 (772) 318-0016 Fax Date: 4/9/2014 25852 PM Page: 2 of2 Vefsion:4.352 [Budd 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 6-0-12 3.535/12 1 2-1-7 0-0-0 0-0-0 0-0-0 1 12in 24lbs Truss -to -truss Connections Summary In CaniedTnss CanyingTnss Caring Offset Angle TT54 JIE CJ39 1-&13 315 deg TT54 JIE CJ39 1413 45 deg _ 7755 ., 33E CJ39 4412 315 deg TI35 J3E. 039 44-12 45deg TT46 C339 B12G g9.8 315deg Notts: I) This design is based on ASCE 7-10 as rdemcedby the 2010 Florida Wldng Cod; 2) Unlabeled plates are De4 20ga. 3) When this toss has been chosen far quality smanon inspection, the Plate Placemlt Method pefTPI1-200LA3.2 shall be used Cq-1.17. 4) Tms4t mms canna im is fvgaphial intctpr0atim mly A hanger or othashuctu al connection shall be provided to resist the nm reaction and tplift shown in the Reaction Smmary 5) Listed wind tgli@ reactions based on MWM Only lading ®�a.ro.qo°�°�Q o ��° o � •gym oho (T.�,J off© O e ° m 0 .449"R �� S ®®�oo®®®® 'IJOfICB•Acopyoflh$de*ftibcfumAredtotheercclb.c-t.tier. Thede*oftlisud'aihollm kbawdmdc*crieriaandmquhmenlsmME:dbytheTr Mmwfactmrandmf supaniheaccmcyandcomphteoesafthebrormatba Stephen W. Warter mtfmthbyrheBudd'ngDesyner.Amalonth'sdmungnd'cmesacceptancenfpmfess+aileogneerngreyionsi»Tsymkyforthetruscomponeal desilmd>orva The suiabdeyaMuae ofth'srnmpoveatforanypul'euhrin3/ogdzsBn'sthe rcsponsbdlyof the BuaingAstmerperANSVl771.2007Chapter'-.•WARNM-Tw smqurepmNrhandt°g,ercclba•m9mbtaodb cbg.RcferlatbehtegedibaoBCs1(BulibSComponeot Sufcty>nfrmal6npbtypmducedbyfPlandSBCA)forpmper S •FngN 54395 bgabl'DomeihodsaMiuponamafelybfiumalbarehtbglothcentic co amctunpmcess Nlheahxnceofs7•zcifc u9amtionaadtempomryresmhVbacbgspecifealbmbyothcrsthc naafntbn(uchd'ngrtaamtbntohrances)aodlempomry 2590N. Kings High. Ft. Pierce Fl 34951 nd.bl/bmcbgofthet�sdt ibebaccordancewihBCSI-B1mdBfSl.B2.Tr sabomquiepermamnlmsimbVbmcbgofchordsandecnabuebmeonbe.(wherebdeated).Thi,dmevbganybd'catesthekxalbasforble.I.O.bt.Tbe melMd°fid'n•ihnluau.e.t-,.a.bVb.ebgd.lbeas.Vec'diedbylheB.UhgD*.,p.ANSMI,Clupler2-.irT.ifshuapermanenubmciegdesbn's-t,pmiredbyothers,thsshalbcoceompUd dbr•daMudndugryblemlregrablmd dbgomlb,ebgdetakiiaceordir ilhBCSl.B3mBCS1-B7asappfcabb.•DdMTANr-TUde*av estbetr s'amanufactmed'naeeordaocewihth'sdmuhgmdtbegmhycricruspec£ed'nATSYMIChapter3.AlcomectmphlesguH be.xnufammedbySm"nSlrong-Tit ComImny,lmbaccmr cewihM-2762.Alconneclmphlesmefigage,mksthegmcdedphtcskc fahmedbya"-Ig"w&hbdcalesan18gagepble. Southern Truss Companies, Inc. Truss: J39 -- SOUTHERN 2590N. kings Highway ]obName: WS-5512-C-BRBAL-EXLN TRUSSFort Pierce, F134951 Designer. 7AO Component SolutionsT"t COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 14 25852 PM Truss I off 1 Page: of 1 Version:4.352 r&fld 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 44-8 5 /12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 18 lbs l 0-0-0 5-10.8 4-0-8 B12G 0-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Lured (ps0 BIctCode: FBC 2010' TC: 0.69(5-1) Veit TL 0.03 in L/999 (34) 1./240 TCLL: ID TPI I-2W7 BC: 0.62(34) Vert U. Oin L/999 3 L/360 TCDL: 0 Rcp Mbrincease: 1'es Web: 0.23(IA Harz TL• Q03 in 2 BCIL: 0 D.O.L : 125 % Crap Factor, Ka= 1.5 BCDL: 10 Plate Offsets(1neXY,Angt 0:2-IZ4$9(1) (4:2-IZA9R) Reaction Summary 1T Type Big Cahho Bug Width Material Rqd BrgW elth Max React Max Gov Uolift Max Nmd Uplift Max Uplift Max Hai_ 4 Pin (Wall) 1 8 in Concrete Masonry 100in 2461hs --18811s -188lbs; 27311s 2 H Roll (rnss) 1 1.5 in - 3.00 in 81 lbs -7lbs -123 lbs -123 Rs - 3 H MI (rms) 1 1.5 in - 100 in 2411b - - - - Material Summary Bracing Summary Tc SP (ALSC6-2013) (2 2 x 4 TC Bating Sheathed or Purtins at 6.3Q Ptniin resign by Others. BC SP (ALSC6-2013) 02 2 x 4 BC Boeing Sheathed orPudins at 100Q Pedin sign by Others. Well SP (ALSC&2013)12 2 x 6 Loads Summary 1) This toss has bun designed fa Ohe efforts do to 10 psf bo0an chord live loadphs dad loads. 2) This teas has been designed fa the effects ofwind I®ds in accordance withASCE7-10 with the following user d_fined inpid: I70 rrph ultimate, EVsae C, Overall BIB Dins 62 ft x 40 ft, h — 24 ft, Not FndZone Tess, Nelthumdwcb censihhed DOL- 1.33, CC Zane N4dh 4 R 3) Minimmn storage attic loadng in accordance with IBC Table 16071 has not been applied 4) A200 lbs nvAngroint live Ioadhas been applied to the BC ccn a t with otherdad load. Member Forces Summary Tableindeal MorbmID,n CSL=apalfac5(naxcarprfaceifdff=tfiornnnxa)dalfaece) TC1 5-1 WOn638 2711s 1-2 0 -110l s BC WdS 1-4 am soibS (467Its) I Truss -to -truss Connections Summary ID Carrird Trues Carrying Toss Caning Offset Angle TT47 139 B12G 5-I-0 90deg Notes: 1) This design is based on ASCE 7-I0as rdn- and by the 2010 F1erida Building Code 2) Unlabeled plates are 2u420ga. 3) Mherh this buss has been chosen for gality assurance inspection, the Plate Placerreat Method perTPI 1-20MIA3,2 shall he used Cq=1.17. 4) Ddldng Designer shall verify selfweight tithe toss and other dad load materials d7 not accedTCDL 0lsf 5) Tms4gtrlas connection is for graphical intapetatim only A hanger a other structural cannxtio n shall he povidcd to resist the max reaction and uplift shown in the Reaction Swmmy 6) Listed wind uplift reactions based on MWFRS Only loading ' .1 1 2007 ly S E °o 0 0 e9® m�ov aQ pro a 1�e e �b eO b 0 ®�BAa® �S S ®�� %% hr ar n Stephen W. Warter a Ifb ., St uct Eng 0 54395 man 1 2590N. Kings High. Ft. Pierce F134951 Tr°resaboregaie he enamd'acle redbySier—Strong-Ti: Company,lne i—coh bone °ih FSR-2762.Alleoeneclmpbresam 20 gap,m le.1he g-ified rare sae'sfosouedby. "-Ir,,V.h hkatesan 18 gage Pare. l �� Southern Truss Companies, Inc. Truss: MGT1 SOUTHERN 2590 N. kings Highway JobName: WS-5512-C-BRBALEXLN TRUSS Fort Pierce F1 3495 1 Designer. JAo Component SolutionsThd ' Truss COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 4/9/2014 25853 PM page: 1 of 1 Version:4.352 P3uild I Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WOT/PLY 44-8 5 /12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 12 in 201bs 3x 4-4-8 4-4-8 4-4-8 2x4 1 2 B13 1812G 0-0-0 0-0-0 4-4-8 448 Loading General CSI Summary Deflection L/ (loc) Allowed Carried Loed;(lso Bldg Cod:: FBC 2010' TC: Q37(1.2) Vat TL• aQ5 in L/787 TCLL: 20 TPI 1-2007 BC: ago(ll) Vat LL. Qa3 in L/999 (S-I) L/360 TCDL: 0 Rep Mlxlnaease: No Wcb: a06(d3) Herz TL• Oin 3 DCLL: 0 D.O.L : l25 % Creep Factor, Ka= 1.5 BCDL: 10 Plate OHads OntXY,Anp): (1:5-1.2-2.I1.) 21-12.4$9Q) (3:1-IZS-&9Q) Reaction Summary JT_ Type Drg Cahbo Bhg Wckh Material Rod Brg Wdh -1 Max React Max Grav Uplift Max Wind Will Max Uplift Max Hoiz Pin (Wall) 1 8 in Cahade Masonry 100 in 3091W - -226 ls-2261ts 132lbs 3 H Roll (fnss) I L5 in - 3.00 in 311 Ihs - -2M Its -2 7lls - Material Summary Bracing Summary TC SP (ALSC6.2013) f2 2x 4 TC Bracing sheathed or Padins at 6-3Q Paulin c sip by Others. BC SP (ALSC6-2013) la 2x 6 BC Bracing Sheathed or Pudins at M Purlin Riga by Others. Wcbs SP (AISC6-2012) 0 2x 4 Loads Summary 1) This toss has born c signed fm the effas de to 10 psfbatan chord live load plus dnd loads. 2) Standard Loads m Tosses Carved "is Giada: TC ljae = 20 psQTC Dad = 0 psf; BC line = O ps0 BC Dead= 10 psr 3)Thiscrasshasboarlizigaed1athe effoas ofwind Icnds in aavdance with ASCE/- 10 with the following user defined inp4 IAnphultinnle, EVxun,C,0s 1lBt Dims62" ft x 40 ft, h = 24 8, Not EnclZoneTnas, Neithera adwda caasidaed DOL- 1.33 , CC Zone %dh 4 8 4) Mminlmh sty attic leading in axadncewith IBC Table 1607.1 has net been applied 5) A200lbs mwingpoint hx loadhas been applied to the DC enament with other dad Imd:. Load Case Lrl : Std Live Load Point Loads Marta Location Diraxtim Load Tnb Wdh Load Case D 1: Std Dead Load Dow r 26711s 0®�00®1g Point Loads ®oS E° • dB Mertes L=tioa Direction Load 7)ib Uldh ®--$$��o�o �' o° $t �dC But Che 2�12 Dann 135 Its 0 Member Forces Summary Table indicates: MxrbaID, nnxCSl Max axalfacq(maxcartxforce if(Iliaatfrom naxaxalfaa) o 1� ocr, m TC 11.2 0.370 44411s (-353ft) 1 1 I m o �O o 11j m Truss -to -truss Connections Summary ID Carved Toss Caning Tnss Canying Offset Angle TT48 BI3 Mari 2412 270 deg 7T'45 MG-n BI20 5-94 90 deg Notes: 1) This Riga is lased on ASCE 7-10 as iclor, ed by the 2010 Florida Balding Code. 2) Men this toss has boar chosen for quality assaaastm inspection, the Plate Plaoahent Method puTPI 1.200NA-1.2 shall he mod Cq=1.17. 3) Tms-to4nas oonnectim is fagraphieal intmpaxatim mly A hangs a othershaactual cornmion shall he provided to mist thennx reaction andtplift sham in the Reaction Sammy 4) listedwind aplift reasons based o t M%VM Only loading o � ° b {d ov IT0 Cj o F°L°0°°° o®®®®�•�S S IBO�'�' o®o -e+v"e-xotry•orrnsoes�nsucoeumhme°tohrceectmcommma.-roe°esynonrsnonvuanhusstnx°onax�hhcneman°requrememsagtpYagtnenushtarmrctmeran°rc&syunlheaccwacyanacompxtenesnrtmnrormalau Stephen W. Warter a:t the BuMylbe Bou3fnglrkAsloner.AI-nMChapt an?gi•dW'ARNDcGe•eTpwaneesmquieepagmai h3nAremctimn�nmg ryuvlbanydfbmtc6hetgm. sscnmpmthebtestgmshfmsr CS w(Biul1bgCamt,re ofthScefoetyl.f nfaotrumoryjopv'tlyp.d.cdbyTAI.,.dsStBhCeArc)srzop. syaf 5�-�gO� ii9aElb-c1bdsandmportantvretyhfannaluntththgtothe mtie eamclimpmee lnlhaahxofsec'dc h4ahlmandtcmponryregmbr/bineings.eifetbbyotbrslbeury 2DN. Kings Hier. FL Pi aF1 :N951 ttamhlAxacngoflhe Irt�ssh7lhi haccoNancendhHCSI-BI avdBCSI-B'_ Truasah�rcquiepamacem rcarahl/hrachgofchordsandcerahaebmembers(ufieteid'uifed). Th'sdmrvugoN�•idealesthebcatunsfahtemlresm'vt.The me0ndofidn•tluallr�memberreamnhbraci�gdulbensspeet dbytheDuidigAsgrcrperAT5V1'PI LChapter2; fspec'dc lruspermanentbracngdes€nsmi>peefedbyoNer;thsiulbeaceompHtedhysmdard'nduaryhtemtrcamulnnd dhgamlbrachgdetaibbaccordweeaihDCSI-B3wBCS1-B7asaMIcabL•.-URMLWr-Ths&.*as esti h-1 shmanufacl md°acwrdrcewihlh'sdmrmgandthegmftycrierhgn ipled'nANSVMICdupter3.Alco ctmphtestbal I �1 hemanufacltm:dbySmpx St—g-TiaCompvW.Inenauordanceaih FSR-276-I.Alcorua-cl"rphtexare20gage,unhsslhespecifdphtesea-afohmcdbya"-19"%*i:hideatesm18gagephte. 1 Southern Truss Companies, Inc. Truss: B13 SOUTHERN 2590 N. kings Highway JobNamW S-5512-C-BRBALEXIN TRUSS Fort PierceF134951 Designer: JAO Component SolutionsTM Truss COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Date: 4/9/2014 2:58:54 PM Page: 1 of 1 Version: 4352 fld 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 13-6-0 5/12 1 0-0-0 1-6-0 0-0-0 0-M 1 24 in 551bs i �26 6A O of MGT1 0-0-0 6-9-0 6-9-0 1-6-0 6-B-0 I 13 6-0 I ' 4x6 - 2 B-B-0 13-6-0 Loading General CSI Summary Deflection L/ (loc) Allowed Ind (psi) BIrh Ccdc: FBC 2t71d TC: Q50(1-2) Vat TU Qlin L/999 (4-1) L/240 TC1L: 20 TPI 1-2007 BC: 0.42(4-1) Vat U-1 Q@in L/999 (4-1) L/360 TCDL: 0 Reph9rincrease: Yes Web: QII(24) Hore TU Min 3 BCIL: 0 DAL: 125 % Cray Factor, Ka- 1.5 BCDL: 10 Plate Offids OnMY.Angt (1:3-11.4490.) 264}11Q) (3:3-11.4-Q90.) (4:043.8.9Q) Reaction Summary 1T _ Type BrgCmbo BrgV4dh Material Reld Brg Wtdh Max React Mac Grav Uplift Max Wind Uplift Max Uplift Max Hari. -1 Pin (Toss) 1 1.5 in - 3,00 in 47211s --3631Fs-36311s 251hs 3 H Roll (Wall) 1 8 in Concrete Masonry 3.00 in 4731ts - 448 lbs 44 lbs Material Summary TC SP (ALSC6-2013) SS 2 x 4 BC SP (ALSC6-2013) fR 2 x 4 Web; SP (ALSC6.2012) 03 2 x 4 Slider SP (AISC6-?D13) NL 2x 4 Loads Summary Bracing Summary TC Bracing Sheathed a Aalins at 634 Purlin dsign by Others. BC Bracing Sheathed or PLi fins at 7-1-Q Pudin design by Others. 1) This toss has been dsi®ted for the effms do to 10 psf bottcrn chord live load plus dad load:. 2) This toss has been designed for the e9ats ofwind loads in moudma with ASCE7 -10 with the following mer defined inpd: 170 no dtinnte, Evpsaae C, Overall Blcig Dints &5 ftx 60 fl, h = 24 Q NctEnd ZmcTnas, Ncithu and wcb crosidaed DOL= 1.33, CC Zme W4dh 6 fl. 3) Minimmstoralp attic lending in aazldenmwith IBC Table 1607.1 has net been applied Member Forces Summary Table indicates: MarbaID. maxCS4rnaxa3dfarce; (=oagcforce ifdi6amtficmnexa)alfonx) TC 11.2 Q500 8461ds (1b8lbs) 12-3 0499 83411s (-668 Its)13-5 Q244 2111s 'hvss-to-truss Connections Summary ID CaafiWTnas CanyingTnss CarryingO set Angle TT48 B13 MGTI 2Q12 270 deg Notes: 1) This design is based on ASCE 7-10 as referenced by the 2010 Florida Building Cod.- 2) Unlabeled plates ate a420g3L - 3) When this Inns has been chmm for gmlity assurance inspection, the Plate Placenent Method per TPI 1-2002/A3.2 shall be mod Cq- 1.17. 4) BWIding Designer shall vaify sdfwcijtt of the irms and other dad load netaials der not ex—d TCDL 0 ps( 5)7hss4omw=nectdmisfcrgraphioalintaptmdmmly Ahm rcr°therstmchwl connection shall be pwibedto twist the nax reaction andapli@ shown in the Reaction Staamry 6) Listed wind uplift reactions hued on MWFRS Only loading 0-0-0 ®fl®6 08A 4�eo Boa 50� UA °Lea m v m o V o a G � O �Q oe®e® Bles S 10�PY�® Stephen W. Warter Stntct. Erg054395 590 N. Pings High. Ft. Piaoe F134951 �Z! Southern Truss Companies, Inc. Truss: B13A ! " r e r 1 ' �_ SOUTHERN 2590 N. kings Highway 7obName. WS-5512-C-BR BALrEXIN TRUSS Fort Pierce, F134951 Designer. JAO Component SolutionsTM COMPANIES (800) 232-0509 (772) 464 4160 (772) 318-0016 Fax Date: 4/9/2014 2:58:55 PM Truss Page: 1 0f 1 Version:4.35.2 Phild 1 Span Pitch Qty OHL OHR CANTL CANTR PLYS Spacing WGT/PLY 13-6-0 5/12 1 0-0-0 1-6-0 0-0-0 0-0-0 1 24in 551bs 15-0-0 6-9-0 6-9-0 i 1-6-0 6-9.0 I 13-6-0 I ' 4x6 - 2 12 5F— 12 �5 N N� �N OM A 4 o� 1� 1 3 5 S I 4 2A I 0-0-0 0-0-0 1 6-9-0 6-9-0 r19-0 I 13-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Iced (pso Bht Code: FBC 2010' TC: Q50(1-2) Vert TL• Qlin 1./999 (4-1) L/240 TCLL : 20 TPI 1-200'7 DC: Q42 (41) Vat LL 0.02 in L / 999 (4-1) L / A TCDL: 0 Rep Mtrinaease: Yes Web: 0.11(24) HIrz TL Qol in 3 BCLL: 0 D.O.L.: 125% Creep Factor, Ka=1.5 BCDL: 10 Plate Offsets(1nt:XY,Angk 0:3-11,449Q) 2041343.Q) (i:3-11,4-a9Q) (4.041.3$9Q) Reaction Summary 1T Type Brg Cmtlo Brg Wdh Material Rgd Erg Wdh Max Read Max Gav Uplift Max Wind Uplift Max Uplift Max Hai. l Pin (Wall) 1 8in Concrete Masonry 3.00 in 4671bs --3561ts-3561ts 25Its 3 H Roll (Wall) 1 8 in Clnade Masonry 3.00 in 47311s - 44811s -44 lbs - .Material Summary Bracing Summary TC SP (ALSC6-2013) SS 2x 4 TC Bracing sheathed a Pidins at 6-3Q Pudin sign by Others. BC SP (ALSC6-MI3) 02 2x 4 BC Baring SheathedaPlalins at 6-II-Q Ptalin dmi®h by Others. Web; SP(ALSC6-20I2) 113 2x 4 Siid,r SP(ALSC6-2013)f2 2x 4 Loads Summary I) This Nos has bmh dmigned fa the effects do to 10 psf baton shad live load plus dyad loads. 2) This fuss has been c signed for the effods ofwind Inds in accordance with ASCE7- 10 with the follovinglsa defined inpiC 170 no ultinate, Exposure C, Overall BIrt Dins 85 ft x 60 ft, h = 24 R, Na End Zone Toss, Neither end web considered DOL= 1.33, CC Zone Width 6 R. 3) Mmirn rn storage attic loading in accordance with IBC Table 16071 has not been applied Member Forces Summary Table indicates: Menbm lD, rinx CSL max axial face, (ax coupe face ifdffecent flan r ax axial face) TC 1-2 an W Rs (56711s1 2-3 Q499 8331hs -667 ILI 3-5 Q244 2311s ^, 1 BC 34 Q412 5961ts (-58716s1 41 Q422 596lbs (-5871ts1 v,V'I 11f Wds 24 Q1Q7 25311s (-7011s) . ®yea a®e �B Notes: 0 I) This dsign is based on ASCE 7-10 as referenced by the 2010 Florida adl(Eng Clxt 2) Unlabeled plates are 2020ga 0� l�`. 0 0l0 30� �eypgy�BQ �0 °oe o000 • B® SE °o 3) Men thistoss has been chosenfagalityassurance inspection, the Plate Placement Mdhodper TPl 1-MVA0.2 shall be used Cq=1.IZ 4)Widing Dmignashall verify truss dchd load do dTCDL0 ®® O selfweight otthe and other rrelerials not ox sf basedonWF 5) Listed wind uplift reactions based MRS Only loafing 4© C' o�� ao 04„+cos 0 er, p 0� O /mo6. p o * �s d .... %moo °.e °e. d®®®®® o�® S e�� '11rQ1'ICE•Acopy°fth'sdeaQmdhalbe fiwdhedl°The—elbncontmclor. 7hedesgnoflh'sadividuahrus'sh sdon desgnerierhandrcquiement—Mkdbythe Tr Nfanufamurcrandmksopw the accomeyandcom&lenemoflhe sfommtion 2t fWhbythe Budlhg D:sgoer. A-1-lh'sdm,irig q..*dfy sohy forlhe t—rnp—1 design shown. TM sAA&y.nd ux ofthke-p—1 fwany ryrtcuhrdnNngd *iohe rcspo°:Ldhyof Stephen W Warier IheIIuillhgiks>gneyperAh67lCI71-1007 Chapterl'WABNNG'T—srequire pmperbandtg,crectho.rcsabind bazhg.Refcrlothe hlcs edki—rI3CS1(B.AWgComponenl Safelyldf alhnphsypmducedbyTPlaadSBCA) forpmper Sma Eng 454-195 iaamlonmelhodsandmponant mrclyinformalhnmhfngto[be entircC-1aelimprones lnlbeabsenceMI-ft imafnthnand lempamryregmin/bmcbl;4edcatisbyotkritbe iLiamlhn(:rc1d'ng h.9a6»hntoLrames)adtemporary 2MN. King; High. Ft. Pierce Fl W951 msminPoachgoflhe I—shalbe in accord— wihBCSFBI andBCSI-B2. Tmssesetorcga'.I. mamm ttamhl/bmcig°febuds-d—lair-bmembers(nbne hdcated). Thsdauitgonyixl nrl sM hcatimsforhtemI.A.W.The method0fidnvBmltnsmem6errevmhWrac4stm11Wasspecfcdbythe BudlhgAsgrerperA11SYMI,ClupterZ Yq+ecde tnep—a-1 brachgdestn'amtspecledbyothers,lA'n9Abeoccompkhedby tandardida ryhteralreamhland d'egomllaachgdem�khacemdance nibBCSI-83orBCSt-B7 sappteabb.'DAPORT Wr'ih'sdesgoamvn mestheu¢manufaeluredinaaorda=%%ihthndmwhgandshe quaftycrierh specircd in ANSVM I Ch pter3. Alenmectorplates Shall be man.&ouredbySap— Slmog-Tecompany. 1.iaceordaxewfhM-2762.Alconrectorphtesam10gage,wlssthe NcYcdphle Diu hf.fb-dby. "-18"wtkhhdi lesan 18 gagephte. _ / l •L � J