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Home My WebLink AbouttrussM SOUTHERN TRUSS COMPANIES, INC SOUTHERN RANDYQSOUTHERNTRUSS.COM TF2 U S S 2590 N. KINGS HIGHWAY / FORT PIERCE, FL. 34951 C O M PA N I E S (800) 232-0509 / (772) 4644160 / (772) 318-0016 Fax: Project Name and Address: Meadowood Occupancy: X Single Family Lot: 7 Block: County: Saint Lucie Multi -Family Truss Company: Southern Truss Companies, Inc. Truss Engineering Program: Simpson Component Solutions Commercial Plates By: Simpson Strong -Tie Contractor / Builder: Lennar Homes Model: 2505 Elevation: A Options: STATEMENT: I certif y that the engineering for the trusses listed on the attached index sheet have been designed and checked for compliance with Florida Building Code FBC2014. 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: 170 MPH Top chord live load: 20 P.S.F. Top chord live load: --- P.S.F. Top chord dead load: 15 P.S.F. Top chord dead load: --P.S.F. Engineer., Brian M. Bleakly Bottom chord live load: * P.S.F. Bottom chord live load: __ P.S.F. Address: 2590 N. Kings Highway Bottom chord dead load: 10 P.S.F. Bottom chord dead load: --- P.S.F. Fort Pierce, FL. 34951 Duration factor: 1.00/1.25 Duration factor: --_ Mean height: 16' Exposure: C ' 10.0 P.S.F. bottom chord live load nonconcurrent with any other live loads. This is an index sheet submitted in accordance with the Department of Professional Engineering. - Tallahassee, FL. Engineering sheets are hotocopies of he on final desi and approved b me. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. 1 Al 21 BS 41 FGTI 61 Mv10 81 96 2 A10 22W48 T2 62 MV2 82 97 3 All 23HV12 63 MV2A 83 98 4 Al2 24HV14 64 MV313 84 995 A13 25V16 65 Mv4 85 100 6 A14 26V2 66 MV41 86 1017 A15G 2767 MV6 87 102 A228 68 MV61 88 103 A3 29 CS 49 J3A 69 Mv6A 89 104 A4 30 C6G 50 J45 / 70 MV8 90 105 11 A5 31 CJ79 51 J5 71 MV81 91 106 12 A6 32 CJ79C 52 J5 72 92 107 13 A7 33 CJ8 53 J A 73 93 1 88 14 AS 34 DIG 54 5B 74 94 109 15 A9 35 D2 55t ROVED I 117§VS AND 5 110 16 B1 36 D3 56 _76 17 B1S 37 D4 57 J79C 18 B2 38 E1G 19 B3 39 58 LL7 ok,I111 rune or [��.- - 59 is my ew 44 d ®wbmntractdr urge $�� E2 a x \\� yP� y{r/4� \ 20 B4 40 E3G 60 s d9cadona. ibea as dv for ev ew As Witness by my seal, I hearby certify that tft!' Wflaw A at' rem vo ea is true and correct to the best of my knowled W&&1 �@q N=I,, `? uorrarim srd� M" _ = t I doer mra Tee aubrnnt Astor a .=eanmrr,Sk for ".ter �}}^^�� Name: Brian M. Bleakly Lic. #76051 0am fimng and oorzteuog :all q,c kiaa and d nramyons, _- 1i-- /""'•�i. aaezcun .{rnxisat�on pxcceea,ea andtquhmgn e qt.,. �'0 \, ST T,E`OF gcc��tyarornarvRgs.tf u�gry�sU'y'/n/9q�i5nj/�ili^•.Naji sat,'. IN.4 taus TYPICAL DETAIL __ 0 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. -^BOA BOA SOA CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT UP TO 265TA = 2-16d NAILS REM). BQ UP TO 394R = 3-16d NAILS REQ'D. M V] h h h h i J7N�JAJ3JSR) A OO \ I 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 — — — — — J7 TO HIP GIRDER TC ————— —— 3-16d nails -———— BC — — — — — — — 2-16d Trails — — — — HIP JACK GIRDER (CJ7) TO HIP GIRDER TC — — — —— —— 3-16d nails — — — —— BC — — — — — — — 3-16d nails — — — — — SOUTHERN TRUSS COMPANIES ' http:y�wwwsouthemWss.wm MINIMUM GRADE OF LUMBER LOADING (PSF)' INCR--: 257. T.c. 2x4 F 9.C. 2x4 S7P n2 nz L 0 WE9S 2_4 SYP Na.3 Borrom oo i0 SPACING 24" O.C. i Fort Pierce Division 2590 N. Kings Highway, Fart Pierce, FL 34951 (800)232-0509 (772)464-4160 Fax:(772)318-0016 TYPICAL DEEAIL C& COFINER - HIP NOTE NDS=National Design Specifictions ALLOWABLE REAC11ON PEP -JOINT for Wood Construction_ 132-5f per Nail (D.O.I—Factor=1.25) G) UP TO 265A = 2-16d NAILS REQ'D- nds toe nails only have 0.83 of ® UP TO 394y = 3-16d NAILS REQ'D. Idtetal. Resistance Value. • I 12 1OVER i— ,(X) n -(A -n HIP GIRDER CORNER JACK GIRDER M Jt I A . J3 A �s iS (NIP GUMER) - O TYPICAL. CORNER LAYOUT CHORD HANGERS FASTENER GIRDER JACK - J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d' nails BC — — — — — — — 2-16d nails — — J5 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails BC — — — — — — 2-16d nails — — — — TC — — — — — — — 3-16d nails — — — — BC — — — — — — — 2-16d nails — — — — HIP JACK GIRDER (CJ5) TO HIP GIRDER TC — — — — 3-16d nails BC — — — — — —. — 2-16d nails — — — — MPILMLIM GFIADE OF LUMBER LOAD= (pgF) ZC. 2:4 STP sZ - L a 9-c. 2%4 MP yZ TOP 20 (� WEEIS 2=4 STP No3 Barium 0a v_ SPAaNG Z4" a.C- SOUTHERN ry TRUSS COMPANIES hlY��kcxswFhemFn�mm Fort Pierce Division 2590 N. Kings Highway, Fart Pierce, FL 34951 (800)232-0509 (772)464-4160 Fax:(772)318-0016 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 POINTS OR [-BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (W X 0.131") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. �\ MAXIMUM WEB AXIAL FORCE 2500Ibs MAXIMUM WEB LENGTH = 12'-0" SCAB BRACE 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF#3 Nails � Section Detail ®� Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. T-BRACE / I -BRACE DETAIL Note: T-Bracing / I -Bracing to be used when continuous lateral bracing! is impractical. T-Brace / I -Brace must cover 90 % of web length. Note: This detail NOT to be used to convert T-Brace / I -Brace webs to continuous lateral braced webs. j Nailing Pattern T-Brace sizeNail Size i Nail Spacing - -tx4 or US 10d---1 8" o.c. -- 2x4 or 2x6 or 2x8 16d j 8" o.c. Note: Nail along entire length of T-Brace / I -Brace (On Two-Ply's Nail. to Both Plies) Alternate position Nails alternate position Section Detail Nails SPACING �Y + t Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 (*) T-Brace 1x4 (') I -brace 2x6 1 x6 (') T-Brace 2x6 I -Brace 2x8 2x8 T_Brace 2x8 I -Brace --- j Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 I2x4 T-Brace 2x4 [-Brace 2x6 2x6 T-Brace 2x6 I -Brace ` 2x8 2x8 T-Brace 2x8I-Brace Nails T-Brace / I -Brace must be same species and grade (or better) as web member. (') NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress Webratedrated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Brace/I Nails• For SP truss lumber grades up to #1 with 1 X_ bracing material, use IND 55 for T-Brace/I L-BRACE DETAIL Nailing Pattern L-Brace size Nail Size Nail Spacing 1x4or6 2x4, 6, or 8 10d 16d 8"o:c. 8" D.C. Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) Nails WE L-Brace must be same species grade (or better) as web member. Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90%of web length. - L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3or2x4 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 z _<� F W W �6m F W Otl6 O f WZF I ¢tC w U n 4�OW mW a � d W F� U tlW W_ Z'j o WOW F Fes. N fi Z 6 ww, g i W= 'y^` u tl y-j W o z pW, IiiJ> 2' W 2 � O W aJ tl aF< S �y8 Nfl. m vl WL=Q Z¢ O to C5Ell NJ ¢m o>� riz N F� ao po m'Jw°( cT5 .1 i WW p LI� 63. �_ m C 0 V3 D WSW Q�j T to Z U 4 a z U 6 � � a N 0 f N N Ef) R, =-I 0 IL L� a tj L v�@EEO This product is preterdble to similar connestore because of y2 a)easier installation, b)higher loads, c) lower installed cost, or a combination of these features. �j 6�'•••'• • All hangers in this series have double shear nailing —an innovation that distributes the load through two points on each joist nail for greater strength. This allows for fewer nails, faster installation, and the use of all common nails for the same connection. Double shear hangers range from the light capacity LUS hangers to the highest capacity HGUS hangers. For medium load truss applications, the MUS offers a lower cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. MATERIAL: See tables below and on page 133. FINISH: Galvanized. Some products available in stainless steel or ZMAX® coating; see Corrosion Information, page 18-19. 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 (31W) and 4x only, with no load reduction. See HUSC Concealed Flange illustration- • Concealed flanges are not available for HGUS and HHUS. • See Hanger Options, pages 200-202, for sloped and/or skewed HHUS models. • Other sizes available; consult your Simpson Strong -Tie representative. CODES: See page 20 for Code Reference Key Chart. 19 These products are available with additional corrosion protection. Adddional products on this page mayalso be available with this option, check with Simpson Strong -Tie for details. ® These products are approved for installation with the Stmag-Drive SO Stmcturdl- Connector screw. See page 30 for the correct substitution and SO screw size. Model No. ® (� Min. Heel Heighl Ga eIons Fasteners W H B Carrying Member Carried Member SINGLE2x SIZES LUS24 2% 18 l%c 4% 1% 4-10d 2-10d LUS26 4% 1% 1 41i 1 1% 4-10d 4-10d MUS26 4'%c 18 194, 1 534s 2 6-10d 5-lud HUS26 4% 16 1% 5% 3 14-i6d 6-i6d HGUS26 4Rc 12 13i1 5% 5 20-16d 8-16d LUS28 431c 18 1%, 1 6% 1% 6-10d 4-10d MUS28 06 18 1% 161 6, 2 8-10d HUS28 6'k 16 1% 7 3 22-16d HGUS28 6% 12 1% 7'6 5.. 36-16d a4-10d LUS210 4'% 18 1% T%c 1% 8-10tl 16 1% 9 3 30-16d 1.See table on page 133 for allowable loads. E 11DIUs 134'forgxs l� e H C w_ 011"LLIS28 6HHUS210-2 (Tmss Designer to provide fastener quantity for connecting multiple members together) 6MUS28 LStr] MPSON `1 HUS210 (HUS26, HUS28, and HHUS similar) kyHUSC Concealed Flanges (notavailable for HHUS, HGUSand HUS2x) 1h Heouce0 Heel Height ® Double Shear Dome Double Shear Double _,��. Nailing r Nailing Side Vew Shear _ Side View (available on Top "` g,,., Dtl not - some models) p .:+' bend tab ; U.S. Patent 5,603,5B0 Model S OFAIIowa61e1aads -a-•: SP Allowable Loads _ SPF/HFAllowa6le Loads No Upbfl door Snow'= Hoof yW!Wx Uplift' (160) Floor (toU) Snow (115) Root (125) Wind (160) Uplift' 1 (160) Floor (100) Snow (115) Roof (125) Wintl (160) Code net. SINGLE2x SIZES LUS24 490 670 765 B25 1945 490 725 830 895 1135 42D 575 655 705 895 LUS26 1165 865 990 1070 1355 1165 940 1075 1165 1475 1005 740 845 915 1160 MUS26 1090 1295 1480 1605 1625 logo 1410 1610 1745 1B25 940 1110 1265 137D 1570 II, F6, L17 HUS26 1550 'T2720 3095 3335 --:3335' 1550 2950 3335 3335 3335 1335 2330 2650 28211 2865 HGUS2fi i1 . u43fi0 88$ ` 5730 S3gg'i_ 17fi5 4725 5290 53911 5390 1520 3750 4200 4500 4635 17, L17 LUS28 1165 _ 7gD —1255:P 736p 1725 i. 1165 1200 1365 1480 1835 1005 940 1075 1165 1475 MUS28 1555 1730 1975 2140 2645 1555 1880 2150 2330 2645 1335 1475 1690 1830 2275 17, F6, L17 HUSZB 2000 3965 4120 4220 4335 2000 3790 3960 407D 4335 1720 2905 3035 3125 3435 HGUS28 3015 1745 1171 7125 7275 3015 6460 fi7D5 6870 7275 2595 4960 5160 5290 5745 17, L17 LUS21D "7165 ''734D .,i52.5„c1 1650 ;2990` 7165 1441 1660 1795 2270 1005 1145 1305 1415 1745 'HU5210 3➢0➢ •-4255 4445. 4575 502D 3000 4705 4310 4450 4930 2580 3150 3315 3425 3H15 17, F6, L17 132 Note: For dimensions and fastener information, see table above. See table footnotes on page 133. 0 i 'Plated.Tiuu.Canneildr'sx:..-:.i FACE t r _ e -. Theseproductsam aiddable with addgonalcorrosionprofection. Adddionalproductson Pr More products are approved forhshelkgbn with the Strung -Drive 50 Stiucturab this page may also be available w M this opdoq check wifh Slal Sbong-Tie fordetaih. Connector scri w. See page 30 for Me col subsgh i and SD screw s¢e_ ® Min. Fasteners"'-.;;j;;'OF/SP. Allowahle'Lodds'�.x ;. SPF/NF Allowable Loads Model No. Heel Height Ga rimensions H 8 Carrying Member Carfied Member UpiiNl :: :_(160)„_. a "''`F- _fldor.:: (j00) Sriow".=Ro'oh 6(7 5)'; u•`- 1325j_' -' S. Wind :(76g(_ Uplift' 0511) Floor (100) Snow (115) Roof (125) Wind (160) Cade ReL DDUBLEZxSFZES LUS24-2 2% 18 3% 3% 2 4-76tl 2-16d 440 B00 910 985 1250 - 380 fi80 780 845 1070 LU526-2 4%. 18 3% 4'6 2 4-16d' 4-16d =7765,; �4iWjl �jBi ,_ ; 72BU}: afi25`. 1000 880 1010 logo 7385 F/, F6, L17 HHUS26-2 4%c 14 3% 5% 3 14-16d 6-16d : 550`„'-2765 ;;315�= -39 g268iq 1335 2390 2710 2925 3665 _ HGUS26-2 4% 12 348 SA. 4 2D-16d 8-16d ::Z15_6�� s-03_55*•;+'9875 =_.52'i6,c ='5575�� 1855 375D 4200 4500 4795 17, L77 LUS28-2 4%s 18 3% 7 2 6-16d 4-16d 1165 1315 1500 1625 2060 1000. 1125 1285 1390 1765 . HHUS28-2 634c 14 3%e TA 3 22-11 8-16d 2000 4210 4770 5140 6440 1720 3615 4095 4415 5375 17, 1L17 HGUS28-2 6%. 12 3%, 734s 4 36-16d 12-16d 3235 7460 7460 7460 746D 2785 6415 6415 6415 fi415 17, L77 LU5210-2 HHU5210-2 6%c 8'/ 98 14 3% 3%c 9 Br/e 2 3 8-7fitl 30-t6d Et6d 10-1fitl 1.745.""- 4000 ui63 ' =�_635�£S3B4O_ ;i2QSIQ' =22fia�'_ 6880 `'L159 d?D 1500 3525 1565 4835 1785 5270 1935 5300 2455 5765 7, F6, L17 HGUS21M 8%c 12 3%c g%c 4 46-7fitl 16-7fitl =_40955, -- :970,0_:. 100�. '{9.7_0�=i sllJO,o 3525 7465 7730 7825 7825 17, L17 TBIPLE2xSIZES HGUS26-3 4'%c 12 41%. 5% 4 20-16d 8-16d 2165 4355 41175 5230 5575 1855 3750 4200. 4500 4795: HGUS28-3 1 12 4'54s 7'% 4 36-16d 12-16d 3235 7460 7469 7460 7460 2785 6415� 6415 6415 6415 HGUS210-3 8'?Ss 12 41$s 9% 4 46-7fitl 16-i6d .i_4_095.' _'�9]_➢0= �_91 ;I 1 100u•:, 9700 ` 3525 7825 7825 7825 7825 17, L17 HGUS2123 to% 12 4'aFa 10% 4 561 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 HGUS214-3 12% 12 4'S4c 12% 4 66-16d 22-7fitl 5575 fill 10100 10100 10100 4745 8685 BfiBS 8685 8685 OUABRUPLE2x SIZES HGUS26-4 5'h 12 1 SA, 4 21 8-76tl15575:' f 1855 3750 4200 4500 4795 HGUS28-4 7% 12 6%r 7%c 4 36-16d 12-76tl .'_ 235 .' _ _ 46 ` 3=74_ 64� ;. 4[Oy�-. m . _ 2785 6415 6415 6415 6415 17, L17 HGUS210-4 9% 12 6%r 9%. 4 46-16d 16-16d 4095 9100 9100 9100 9IDo 3525 7825 7825 7825 7825 17,1 L17 HGUS212-4 10% 12 6'/ic 10% 4 56-76tl 207fitl g45=n96q .�J60 -;<9So 0. 9335 8255 8255 8255 8255 HGU5214-4 12% 12 fi%c 12% 4 66-16d 22-7fitl �6 511 -- a'70'I O7 --p- a�0100' �Q101k: - -_d0]00�' -- 4745 8685 8685 8685 8685 17, L77 4xSIZES LU546 4% 4% Z 4-i6d 4-16d 1165 1030 7180 1280 1625 1000 880 1010 logo 7385 D, F6, L17 HGU546 4%c 4%c 4 20-t6d 8-76tl 2755 4355. 4875 5230 5575 1855 3750 4200 4500 4795 17, L17 HHU546 4%c 5%c 3 14-75d 6-76tl 1550 2790 3160 3470 4265 1335 -2390 2710 2925 3665 LU548 4% 6% 2 6-lfid 4-7fitl -7765 '13J591150' <7625^,*,266;; 1000 1125 1285 1390 1765 HU548 6% c 7 2 fi-16d 6-76d 55 s595z875_ =5960- 3476.1550 1365 1555 16H0 2115❑,F6•L17 HHUS48 6% TA 3 22-7fitl 8-16d •:2gD0.i:fd2153.4T]Q=�15�''56440 1720 3615 4095 4415 5535 HGUS48 6%. t144 7%c 4 36-16d 12-7fitl 3235-� `�'46(i+'- 46µ_ 64`i. :Z460 . 2785 6415 6415 6415 6415 W. L17 LUS410 S/. 11% 2 816d fi-i6d 1745 1830 2090 2255 287U 1500 15fi5 1785 1935 2455 HHUS410 B% 9 3 30-16d 10-16d 3745 5640 6385 689g 7165 3440 4835 5480 5910 6165 17,1 L17 HGUS410 8%c 9 4 46-16d 16-i6d 4095 9100 9100 9100 9100 3525 7825 7825 7825HGUS412 10%c 10%c 4 56-16d45n 60 �t9fi00,;4335 8255 8255 8255 8255 17. L17 HGUS414 11% 12%c 4 .66-16d 22-16d 'i;5515'�dtl1'100-,}aid10(I' 310700' �{g100;� 4745 1 8685 8685 8685 1. Uplift loads have been increased 60%for And or earthquake loading with no further Increase allowed. For normal loading applications such as cantilever construction ni Simpson Stmng-Tie• Connector Selector software or conservatively divide the uplift load by 1.6. 2. Wind (i60) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-REDHEEL (see page 215 forde6gsJ. 4. Truss chord cross -groin tension may limit allowable loads. Reler to technical bulletins T-ANSiIPISPF T-ANSITPISP and T-ANSIIPIDF for allowable loads that consider ANSV I1-2007 wood member fusign cdterfa(see page 213 Tordetailsj. S. Loads shown are based on minimum of 2-ply Zx carrying member. With 3x carrying members, use 16dx2%' nails into The feeder antl i6d commons into the joist with no load reduction. With single Zx carrying members, use 10dxl W nail into the header and toil commons into the joll and reduce the load to 0.64 of the table value. B. NAILS: 16d = 0.162' dia, x 31f' long. See page 24-25 for other nail s@es and Informal ■ 133 --------------------------- Southern Truss Companies, Inc. Truss: Al ' SOUTHEpN 2590 N. kings Highway Pfoiect Name: 2505-A 1.'OlnpwPLt SoWtioasTM [:COMPANIES TRUSS- FortPierm,F134951 Daze: 101 3/]o/zo17 z:o42oPM T1ass (800) 232-0509 (772) 464-4160 (772) 318-0016 FaxOf Page: 1 Version: 20165.1 mld s Span Pitch 45-11-2 5M2/12 1 1 O ONR CANT CANI'R 0-0-0 PILES S aciv GUIPLY �271 -0 0-0-12 0-M 11-5-14 1 24 in lbs 4511-14 B-2A &24 &2i 12fA e-2-12 fi9-0 20.]-4 5.10.15 5.10.15 12 2]h-0 40-03 AS-11-2 ]-]-] 12 5a6- 4,d0- 3x4- Bab- 3a ,all Op-0 &1-] 1e-2-13 SRO 0.0.0 510.15 S1P15 ding General CSI Summary D� D, eclion 3a-14 40.0a 45-11-2 ma0 3a�cex: z3la Tc: o.sl o� 1tn IJ (roc) Allowed m 15 W,I 1-Pec Ybl aC: als no-lp n: aasm WIIl a2sw L/84 (I14) LIM O PCP 1Arlvmu<: D .O.L: Yes W% W aw(7-ID Cml/Oa 1L: a36iv II.IM (U-14) (),10) LIMO MIM GIIONLL, amk M/SW (g10) YIW Reaction Summary JT a ®eC AIM Mama Fvi&e ft Mix Rva JAM) M h1aG UdM Max tlU Il nAa11 C laaz N I.Rllbs - -.a (1Y11) I sm Cmmse Mumry L. m Lnls ws - -1,013 as Material Summary Bracing Summary Te SP(I C6M13)#hJ vied: TC nraingg ShuwMmPrymive a14d0. Wtliv aai 3d SP (41SC62113)SS bA 66 SP(ILSC&MU)SSL4 mggym'' 9C SPW C&vq 55W 4U SP( C6N113)N22µ eceR M�& ShuwM VPuaivf e1411-0, Pwliu ay�y,. pwe¢ Nhhs SP(A C&vn)63ISNiM Loads Summary 1)]Tu vu's hss heev de�mfvswe efims aem IOdfhomvrLrvaws Imtldv astllmh. IJ Thu mss hss 6so milymi:awe elms ynivalmds iv xCv4msxiw ASCEI-toniw Wefolim'mSmvd�oMwps 110s,4WINea, G Aliy BCale�3'0.B=1m]C`y®a!DiosVRx4n,h-361, W. os Fia)me]'w'; Neiwvenaweb omsid-gym pOL=1.33, CC ]meWiaw gN� 3)!V(N ,ga'1m 9mxm&na niw l�Tan< ICN. 1M1v hm aplim Member Forces Summary nine mwma:maav m, ®,cs TC 1-] asss 115 ws Lmix�slI .(-3mF.f vaiHe®16m®v�al( ) za a936 (-1e11ia)I4s a4]3 $541Fe I89 nA1 -'A3IN 3i 4510 -14tys _ — 0.m39 -n as }IS 0.mt 34s c Ib16 a353 'a61 ac a33h N IN (A331N)I}ll 0610-3,NSRs 'C�y, }16 0'NO -yil lw (-Y3 A:) Sn 0.650 335 N: bll 0715 LOAIN ( 1 P10 Alm -410IN Notes: 1)APoIiO'=W fa C9=LPL 1mh n o3Pliar W we Nue Wm maMw dxia selus vspaibed g'weTma MmilxmvlvANSVIPI I-2Im farim 242 =)Pm;xa-d.aoiva5�wpnmt,mwog D ®mwrmea omnPaoa luml,camel(e1.R7 mao'tlaz weloaamg)ohm,,.3bvsm'e1Am611eaa:.,aleyaa�o,Ihl�gaz o-wtnCLnmuee veauwaa,e� w cu3s avaain�dmaeff .a o-xm�ePmPOucn 411uu4 nivaynfl mvms inseam MWFPS Ooy'Imwvg Oft \\\\\4j'PN\M PE 76051 0 .t ST TE OF I I ///SS/0NA i 1�NG \\N co rmh A'wel3NwvanviaaA smwwe mza;oa mmmc ��F mmumaiema�m saWamla'we Taal n+:ommvc e�w s: we Q Brim MBleakty £Gaud Nvu" evepav dp�vsimd-&=m'mp anp'saley fin we min vmpivaldli M tlae s' P1g Neafiamdinlmaam.All®vmvdeles ve is folboef b' -IT STchIai shellh ®�mmdtlbouSaimmd Svh SCER-SM., 1fIDN.RwS®wuRpPn. #NPO510 Fl31931 Southern Truss Companies, Inc. Truss:A10 UTHERN2590N.kingsHighway P'OjmtName: 2505-A Component SoLllia.aTMRUSS LC701WANIES Fort Pieree, Fl 34951 Date: 3/10/2017 2:0420PM Truss (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax fie' 10£ 1 Yasion: 2016.5.1 dd 5 Span Pitch 36-9-14 5/12 1 1 0-0-0 0-MOBL OHI2 CANCL C-9-14 PLIES S Spacing WGT/PLY 0-0-12 0-0-0 1A-14 1 24 m 217 a,s 3&10.tp &]i 0.]-4 410.12 11E-0 410.12 16-0-4 8.11 Si-1 &14 2-1-1 12 12d13 284s15 34E-0 3 14 12 5x3 H518- 3z4- 511 3x7- 4x4- 3x4 - 00-0 DO-0 &7-4 8S8 6]< 1&412 91-1p 256E 9-1-10 2-1-14 Idm g General CSI Summary Deflection L/ 3a-ea 33314 aa0 IP�CRk: }EC atla 1t: a>R 01) Wln, oc 17 ) Allowed m TP11301 W 006P1.13) 4T ll.: a5in LIM I14Uj L/3N1 IS PePn+�Nrnzre: D.OL: Yv Gb: Qn0-IOf cmllORTL allm a01WO L/AA MIM (14L5) L/Y9 a0 n 121X Cml/qr LL v_... 0m Oiv Il/999 (10) Il/M Il1123 Reaction Summary 10 HA (,ai) 1 Bin CmvGe Mesmry LOOM 4. - 3/S lk 4V%ftr - -F3 0a Material Summary Bracing Summary W SP(ALtC"13)M 3f TCD & snahmmtiwws azi00. Puain tl�'ipp bi'ONe¢. w 9P (A1SC6 D) 95 w Rc � off SdmnmmPWivs az }z4 Pu;iu trsigp ly olnev. t4% SP (AISC62t13)#3/SNi h+ !- Loads Summary grhu eua Went esiy�mmrmaea'maa. to lowrlmmoeuoam<I®aye rtmlma.. n 7nu �a na. bma mwymrameea v rtxmal®ro w �va3oaxiwascE/.mxw we ralmwa�er�mmw: I'm �h wa�w. Pqa� c. twq r elaeq OeNVaiR laaldiag Cauy[vy n 0- LOA), gxvn 1pdg Dim g{H xRq h =16q Nn F�Lve Tea, NeiWeemaxwenmsiklm ppL=133, CC lm<R58h S3H 3j Mwim®el®S a%c ImAvsw ma&oa mN InC LWe 1(01.1 nss ly-m ¢Rym Member Forces Summary nNa 3nm:rwm�m,,,,,,Csr.��,ll�,(,.m„mR.i�v�a TC 1-2 0.g1 -;m91W L'3 0.m-LI�i4016: S] 0.Mi 89 a439 4Vft 34 a'A3 -LU2Rx-2n]fbe ISn 0001 21W 1-B 0.N3 L517 h: (6910s)41 310Z (-,aI a1 }11 am D'y5 fn. (.Iml ?15 am 211 Rx 110 am 3-IS 0.413 4n� (-Ill Pa) NiSIam -m3ft &10 am {K ffs Note9: 33t W. <-a31h:) DA4elil ®hw rear. cy= L13. Wes beo apPlimmwepue lazeW �isoamasi/p rwxs e..)mfimy We Tue MmwxowpvgNsvml l-mnsaro® 2+.z x) enw;m aaxpele arlaa� m grtrml l..,mag 3) ®NaiM=dauwelelenl rtiminl(CLR) a4"9 We loaim(nAw'n.Puns wCLRmuetr a3Vmelr aeSmllr D- lmtl.ss o-WFBI;LItBPAce Fen elWutires w clAs mdWn lmtln6 sa WF)i!{p a,,Z +) GsW niady48 rmvms hasmm 1dNPRs ontr Imdvg -Mft M. E3t GENs f PE 76051 i71 t . . -tom n .x .- 0�11� S�T TE701F�� f�' ��Co 1•�C0R10"i � N SNAi 1��G�� S�� 2 All onumv-- I Shixl. PUB #7m51 ].590 N. %iag HipJe R Pivice, F134g51 Southern Truss Companies, Inc. "' - Truss: All SOUTHERN SOUTHERN 2590 N. kings Highway &ojectNaale: 2505-A Component Sol, ioas cS na TRUs$ Fort Pier Ft 34951 Date: 3/10/2017 2:0421 PM Tmas COMPANIES (800) 232-0509 (772) 464-4160 (772) 318-0016 Fax Page: 1 of VCaiw:2016.5.1 odd5 Spy Pitch CANTL CANT 34-9-0 0/12 �� PiJES Spacing WGT/PLY 0-0-0 0-0-0 0-0-0 0-0-0 24 m 213 @s a4aa gq0 7Z 7E-e 11-0-8 173-0 2a�s-e � ale 30.2-0 34.gq 58-1 12 5F- 4x6- 1x41 3x4- 3 g 44\ 4 5 1fix12- --1 I5 Bab HS 18- 1.5X 1 e III � iSl 15 5 t5rdl 4x10- 4R5- 13 12 11 3.7- S 10 9 3.4- 3x4_ 7xfi- DOD D60 88 988 882 78a 17-5-0 2&1a 88-2 ding General CSI Summary Deflection IJ (loc) aa-aa Allowed : IDO IDdB Cmk: FBC WIM TC: 0.9h(1-H unn 45912 L/6W Vane Be 06800-P UMLL: :WDL IS h0-Namse: Not 0.25w L/YA (D-13 : o 0.M: QN(1-IQ Hann 0.@In L/391 D. 9 D.O.L; DS% Cre Fa Ka=13 : 10 PHIe O&ela Unl]L,Y,Angt: P:60.3Qa) 20Qa$0.) (300.3$Q) (4:00.3$N.) (S:OO.I.V,0.) f60Q3$Q) j1:04]$IL ) A:I.gs494) ]dsa0: nao4]Eo1 !1'OQ-IL I < o43d 1 ( a0 1 t D.3a }d3% Rea on Summary Tt fi NI . 0e ap Mn oef Rol Bs WdIL AfasPmn Max U Wn rla C W Mu xih MuH ']f61M 9 HRd1 (M§n) 1 dw Cmvtle Masmry ]Wm I,lallrs - 1% .51 IN - -553� Material Summary -591tr Olk Bracing Summary TC SP(ALSC621D)@h4 1-2 SP(ALSC610L3)= 2-3 $P (pLSCby1D)SS 2K aC Hmng SEmhala Pid'waYb]Q PWio dsig7 ba'phm. DC SP(ALSC6 B)SSW IC mug ShmM1MaPulim as V2b SP 44LSC6AD) a]/SNI 2s4 66o. Pid'm asiffi bs'DNm. Loads Summary D Thu hies hm Ban ayippMfm We [HLyx de b IOlsf Wlmchud lis<IMtig y4dluh. 2)Tis nice haz MCGMHO-Ne1 Cndx;nalmds Ma -VIL1xipt,Cn dZoah We,.Nefthm.dll elinpe:lAmph Wtinmt C,b1.2tclxsei, BsNv_:vzC L=16QNn Fudlme'fiq NuWermdnxb onsiRM pOI,=133,CC Bldg Diatfe CAn. %nJRB>LW), a,a M.1 ]me Wigh 5.24 Lan�Cav at:Stdm�Rma�n�,„d, B mNe W.Ih.hm Land Case Lrl: Std live Load Poim I.oade Dumim 1®a P Thb WdW Cha mn `F_�j`�1 \CENS 2I.Z3 cha Don nft a� 'gip \�\\Q-\j \ / �• Chd d 2 Dm'n 69Re 24 in Load Case Dl: Std Dead Load ` / PE 76051 Point l.mdslhXj Me�dv ]mtim Dhectim Im{ Tob Wtrh Tcgcha w-z Dmn 191E5 nh, Ap Chd 2 2 Dave 191h: 24M \\ S_ TE OF 1 T1 lep cha asz Da+n nms Nw �-p ��11 ^j Y Member Forces Summary 'mae md�l6:Me,avm, mxcsL lmx,nHrmc (x��P+. fmaamaerexa6m omrawl ten) j j�'�`��«IIORID TC 1-2 a981-1.1]31k b] a- - 1611k K aw 11N IN 6g atst -],a(a @. BC 46D SKIW- -%Ihs a61a 9511E: � (SBIhs) 114 Qm I.R9Itr MIN) 121 10-12 a661 smIt oleo 14.1s 0.u6 ow: J 1 YD au1NUIN tl4Hitr) }10 0.335 1.mt1% 1d561h:J 1.14 QN] 2.33Y ib (-1.]Shcle) 4D Q114 -Mf @. 0619 bl4 0.m-L]61p: &U a436 -I.=]IN (-1 � ' 1N RTS -324IN � (-Mft) am 19IN ) 6.10 a@II :.ores: 1)A4a119'rmeoi Anm Cq=1.IL Ns bm ggBMao she Pine W<W mummdx amps ess 2)PmiD: ykqule d®n,¢aupnma � P�Sm hi'ahe Tams MaxWcnvvRaANSVIPI I-ZYQ Sxtim 24.2 Wnmva NO]ICEAaydWuhsi�shelltrfimishMu mwSam ,eddm®Wa"ewF::af rm®i¢m'@e didlieiivxA�mim+=cepex=m'pm�silmn m»xsnderzqg,m�tnm®xln..ua.qupp.lyiMeaW,i WMm®�dmecmpnavd "mh�p: y1 BoMBleakly aeoaPlwnemaan:Bram®h we eThmeeza sanid>,aZ zdlmwelhiedrmmN'andem adstimat infim.am. nu cmngmp„u ahauh®n,Pxnewq. Siagem se,ngT ales em 3l amm�ms�w�mo Sa¢ pasmf colas me e1 alx is ftllavMda"-ISn$ich indalesm l8 m'SplTxhichivaimlm big aeosim lCsmpm%Iocw mal&u¢wiW 6R-LMi. All p-moam 2yy]N. Xivffi ]li@I. FL Pipce,Fl34951 1" Southern Truss Companies, Inc. Truss: Al2 SOUTHERN 2590 N. Idngs Highway Project Nave: 2505-A Component Sototiou- [COMPANIES TRUSS Fort Pierce, F134951 Date 3/10/2017 2.04:21 PM Truss (800) 232-0509 (772) 464-4160 318-0016 Page. 1 oft Basion: 2016.5.1 P3,fld 5 (772) Fax Span Pitch 36-11-12 5/12 Qty 1 OBL OBR CANIL CANTR 0-0-0 PISpacing WPLY 0-" 0-M 0-0-0 1 1 24 in203 03Ibs1bs 3611-12 5-]-8 1130 to-t1-H 2-74 2fi89 3448 3 11-12 15 ]AB- Sx4- 519 12 11 10 3x4- 4x4. 4x9- FGT2 12 EI OOU 0-0O ]-11-12 y,a2 7-11-12 175 9�2 10-9-12 (ding General'0 CSI Summary Deflection Li(loc) 86-11-12 m0 ILdgcot: FBc m3a 'IC: 0.n (IS) WI'IL' Allowed t3 Pep Mtr inamse: Na Be: 0.Nno-12) 4Rw lWW Qb In L)S61 L/M (4'1% L1210 L/3m 00 ➢.O.L: 1]5% Wb: QB16L5) H—M a13in 91% Crs Fs'Ur =Ls Reaction Summary rr m� cmm w LS Pw p'wQ 1 LS m L5 9HAtl1 ((toss) I iv Material Summary re SP (ALSCbm➢) SS W ]9 SP(A[SC6m13)a BC SP(ALSC4m13) SS 2N WL4 SP(A C6mD)K anp i Loads Summary Bracing Summary TC tfrecoff SLrdhedaP�we a3v+0, PNin dapp A'OILm. Bc �nff Sh®IhmmPvlinsaza]U, Wtlia d:sig�y,'aWea. =oat'mot's.wA sarnamag➢um mflx524 h=164 Na hLdlweTtus, Nrilhumdneb rmaihmi Dp L33,CClineWM53ftu 31Mmimao sm�azdc Iwdo8ln afinJnm ssM 3BC 12Ne IfiaLl hu bxn ggliM load CaseIrl: Std Iim Load Point Lind, M01� 3umdm Ducam Lind T3 WM ax Chd ]-11-12 Dowa ml pa load Case DI: Std Dead Load Point Loads M°^tr+ luradm Dhuim Intl IDb WJh 13x cna ]a1.lx Dma 25311a Member Forces Summary 'rsaeiadiala:Mmhr m,—CSL �"'ftax aa.�a.aairma lwmmv5.l �) am (-n lhl }1 451a -ZMIN a5m .tra �.. l6] 0.141 .23tl 1,4 I 1. -3,371 ft 4a a mS im (-I6Ias)I]e "I b14 4121 317In ({dlk) 416 am -Safi }I4 44n 5tills (-SII IM) 410 amn _SMQa. a08 'buss -to -truss Connections Summary m cm T"as Cmvw T¢s Cem' oaa An .' 1T19 ' Al2 }1 2 . M4 ( AU EIG 2Ade8 1 14 m d:8 9 , 74- f PE 76051 \71 n .. EOF ORID \ s10NA i 1�0G\\\\\ w me I Brim M Bleakly tt�u Shoo Ev%4' % 25 o N.HwBs 140. a Piv 'F1 U01