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1853 ATLANTIC BEACH DR - TRUSSES P 1 ct-r\ clr\eck :-Cetr - 6'3 `' 01- CITY OF ATLANTIC BEACH J �' 800 Seminole Road Atlantic Beach,Florida 32233 _ ' 4= I 0 Telephone(904)247-5800 J It r: FAX(904)247-5845 REVISION REQUEST SHEET Date: 03/8/16 Received by: Resubmitted: Permit Number: 16-SFR-76 Original Plans Examiner: Project Name: Atlantic Beach Country Club Project Address: 1853 Atlantic Beach Drive Contractor: Toll Brothers,Inc Contact Name: Ashley Rogers Contact Phone : 904-217-0739 Contact e-mail: arogers @tollbrothers.com Revision/Plan Check/Permit Fee(s)Due: $ Description of Proposed Revision to Existing Permit: Added 4th bedroom option to house. / 11.5`t€ is R lx)p e_i< o•.)ty Additional Increase in Building Value: $ O. DO Additional S.F. 6( Site Plan Revised: Public W/U Approval: By signing below.I(print name) Ashley Rogers affirm that the above revision is inclusive •f th= . : .esed changes. I . .� ii ) 03/08/2016 Sign*me of on ractor/Age (C rector must sign if increase in valuation) Date `� / �( Office Use Only Dale: 3' J - / / G Approved: X. Rejected: Notified by:�,___,_____^ Plan Review Comments: ill Rte, Sidv► s Afy roved a S n L, , .Weoff. D 1 Call (0/J ,c .=, - ,Zk-k- -506 co , r-e S, tI i T a I Department review required Yes No , Building '-19r C Planning&Zoning Tree Administrator Plans Examiner Public Works Public Utilities 37z.11G Public Safety Fire Services Date caetea*ions Rev.2 NToll Architecture MEMO TO: Stacia Moore Atlantic Beach Heritage 160 Cape May Avenue Ponte Vedra, Florida 32081 CC: Steve Merten FROM: Ovan G. Drummond Toll Brothers, Inc. DATE: January 14, 2016 RE: Atlantic Beach Heritage - Lot 050 Anastasia/ Coastal—Revision#123824 Client Revision On the above referenced lot,this letter shall be used to revise or clarify the following condition(s): 1. Added fourth Bedroom option; clouded and tagged on sheets A1.82, A2.82, A7.82, M1.82, and E1.82. If you have any questions regarding this letter feel free to contact me at Toll Architecture (407)-248- 5800. Sincerely, FILE COPY Sincerely, REVISION 6P# ,�? SrR-7 � .._ DATE `5 / ei I_/6 II $ SIGNED /71!X r U RED Av-.- Ovan G. Drummond, AIA AR 96399 1 912 6 y b ry , ia-ao _ a 0 FLORIDA DIVISION 2966 Commerce Park Drive Suite 100 • Orlando, FL 32819 • (407)248-5800 • FAX: (407)248-5899 PHILADELPHIA • DALLAS • ORLANDO ■ SEATTLE A Toll'Brothers COMPANY Building Component Supply, Inc., B C S 4627 J.P. Hall Blvd. Suite 208 Green Cove Springs, FL 32043 euumrc CCMPantnr s_PP.r. .. Tel: (904) 297-9390 Re : 8821T0 Date: 01/19/16 Site Information: Project Customer: Toll Brothers Model Name :Anastasia Lot/Block: 050 Subdivision :Atlantic Beach Elevation :Coastal Site Address: Atlantic Beach St: FL Zip: Name Address and License # of Structural Engineer of Record, If there is one, for this building. Name: Lou Pontigo&Assoc. - Lou Pontigo P.E. License#: 53311 Address: 420 Osceola Avenue , Jacksonville Beach, FL 32250 General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: 7.62 Apr 30 2015 Roof Load: 40.0 psf Floor Load: 55.0 psf Wind Code: MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Wind Speed: 130 mph This package includes 79 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Sea!# I No. Date Truss ID# Seal# No, Date Truss 105 Seal# _ 1 12/22/15 EJ01 A0089053 20 01/18/16 FT01 A0089072 39 12/22/15 107 A0089091 2 12/22/15 EJ02 A0089054 21 01/18/16 FTO2 A0089073 40 12/22/15 108 A0089092 3 12/22/15 EJ03 A0089055 22 01/18/16 FTO3 A0089074 41 12/22/15 T09 A0089093 4 01/18/16 EJ04 A0089056 23 12/22/15 GEB01 A0089075 42 12122115 1 T10 A0089094 5 12/22/15 EJ06 A0089057 24 12/22/15 HJO1 A0089076 43 12/22/15 111 A0089095 6 12/22/15 F01 A0089058 25 12/22/15 HJO3 A0089077 44 12/22/15 112 A0089096 7 12/22/15 F02 A0089059 26 12/22/15 PB01 A0089078 45 12/22/15 T13 A0089097 8 12/22/15 F03 A0089060 27 12/22/15 PB02 A0089079 46 12/22/15 T14 A0089098 9 01/18/16 F04 A0089061 28 12/22/15 P803 A0089080 47 12/22/15 T15 A0089099 10 12/22/15 F05 A0089062 29 12/22/15 P804 A0089081 48 12/22/15 116 A0089100 11 12/22/15 F06 A0089063 30 12/22/15 PB05 A0089082 49 12/22/15 T17 A0089101 12 12/22/15 F07 A0089064 31 12/22/15 PB06 A0089083 50 12/22/15 118 A0089102 13 12/22/15 F08 A0089065 32 12/22/15 PB07 A0089084 51 12/22/15 119 A0089103 14 12/22/15 FG01 A0089066 33 12/22/15 101 A0089085 52 12/22/15 T20 A0089104 15 12/22/15 FG02 A0089067 34 12/22/15 102 A0089086 53 12/22/15 T21 A0089105 16 01/18/16 FG03 A0089068 35 12/22/15 103 A0089087 54 12/22/15 122 A0089106 17 01/18/16 FG04 A0089069 36 12/22/15 104 A0089088 55 12/22/15 T23 A0089107 18 12/22/15 FG05 A0089070 37 12/22/15 105 A0089089 56 12/22/15 124 A0089108 19 12/22/15 FG06 A0089071 38 12/22/15 106 A0089090 57 12/22/15 T25 A0089109 The truss drawing(s)referenced above have been prepared by MiTek Truss Design Engineer's Name:Julius Lee, PE Industries, Inc.under my direct supervision based on the parameters provided by Building Component Su My license renewal date for the state of Florida is February 28,2017. P y 9 p Suppy, Inc.in Green Cove Springs,FL. \\ ti/ Note:The seal on these drawings indicate acceptance of \\\s 3S S..ice //i/�• professional engineering responsibility solely for the truss `■ \V.,. \DENS•• ��C`C\ components shown.The suitability and use of this component •' `' % for any particular building is the responsiblity of the building 1/19/2016 *; , o R'4869 * /- desinger,per ANSI/TPI-1 Section 2. _ / 't I _ —_ W �� STATE OF �� i i ORIDP. (�\? i /is iuNM- �\\ //0i lllltt\\ 1109 COASTAL BAY Page 1 of 2 BOYNTON BEACH, FIs 33435 Job Truss ITruss Type /Qty Springs. -- ---- - --- -- Ply _ -_ 2 6 1 6O FLAT I Job Reference(optional) Building Component Supply,y,tire Cove R Run 7 620 s Ap r 30 2015 Print: :7.620 s Apr 30 2015 AeTek Industries.Inc.Tue Jan 1911:06:17 2016 Page 1 I D:FOp6ELx916x0g8badd DVnCtyIfSU-RfGf4 n se7rY_o0aTbEU690jYB8ZcRG78 BKHrKlztg84 4-7-10 9-1-8 13-7-6 18-3-0 4-7-10 4-5-14 4-5-14 4-7-10 Scale=1:30.4 Special 2x4 3x8= 3x6 4x10= 9r 6 14x10— 13 23x6 14 4 15 5 16 T1__ �� T2 -.1.1 . 0 . , goo: g W1 W1 1 81 I ( • I- 11 10 9 84x10= 0 12' 7 3x5 I 4x10= 3x12 M18SHS 4x10= 3x5 II 0-3-8(0-2-0) 0-3.8(0.2-0) 1680#/-513# 1680#/-513# 4-7-10 9-1-8 . 13-7-6 18-3-0 4-7-10 4-5-14 , 4-5-14 4-7-10 Plate Offsets(X,Y)-- [2:0-2-4,0-1.8],[5:0-2-4,0-1-8],[7:0-2-12,0-1-8],[8:0-3-12,0-2-4],[11:0-3-12,0-2-4],[12:0-2-12,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) l/defl Ud PLATES GRIP TCLL 59.0 Plate Grip DOL 1.25 TC 0.82 Vert(TL) -0.44 9 >485 240 MT20 244/190 TCDL 0.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.56 9 >387 180 M18SHS 244/190 BCLL 0.0 • Rep Stress Incr NO WB 0.93 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:90 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 1-11-3 oc purlins, except BOT CHORD 2x4 SP No.1 end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. W2:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=1680/0-3-8 (min.0-2-0),7=1680/0-3-8 (min.0-2-0) Max Upliftl2=-513(LC 8),7=-513(LC 9) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-12=-1616/525,1-13=-3984/1209,2-13=-3984/1209,2-14=-6032/1808,3-14=-6032/1808,3-4=-6032/1808, 4-15=-6032/1808,5-15=-6032/1808,5-16=-3984/1209,6-16=-3984/1209,6-7=-1616/525 BOT CHORD 11-12=-36/114,10-11=-1209/3984,9-10=-1209/3984,8-9=-1209/3984,7-8=-36/114 WEBS 2-11=-1285/468,3-9=-1373/509,5-8=-1285/468,1-11=-1244/4103,2-9=-748/2172,5-9=-748/2172,6-8=-1244/4103 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=0.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 18-1-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)Dead loads shown include weight of truss. Top chord dead load of 5.0 psf(or less)is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 513 lb uplift at joint 12 and 513 lb uplift at joint 7. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)882 lb down and 279 lb up at 9-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:7-12=-20,1-6=-118 Concentrated Loads(Ib) Vert:3=-882 'Job 'Truss Truss Type jQty ,Ply i ii A0082576 8821-10 T01 Common Supported Gable 1 1 Job Reference(optional) Building Component Supply.Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries.Inc.Tue Jan 19 11:06:18 2016 Page 1 ID:FOp6ELx916x0g8baddDVnQyl fSU-vrg1 H7tGu9grQA9f9xOLiEFtYY3wAwwIP_OOsCztg83 9-1-8 18-3-0 9.1-8 9-1-8 4x5= Scale=1:38.1 8 7 , 7.00 12 10 4 ..fl-� 12 3 T� ...�3 T.2 ST4 \14 ST3 3 15 �nn1 ' ST2 I ,. kI 'l I I ST1 v ICI { 'ti. 81 j. B2 ..-j. 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 5x6 18-3-0 . 18-3-0 Offsets(X,Y)- [21:0-3-0,0-0-4) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 I Lumber DOL 1.25 BC 0.08 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.12 Horz(TL) -0.00 16 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) i Weight:126 lb FT=20% • LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 I MiTek recommends that Stabilizers and required Cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 31=37/18-3-0 (min.0-1-11),16=37/18-3-0 (min.0-1-11),24=95/18-3-0 (min.0-1-11),25=110/18-3-0 (min. 0-1-11),26=106/18-3-0 (min.0-1-11),27=107/18-3-0 (min.0-1-11),28=106/18-3-0 (min.0-1-11),29=109/18-3-0 (min.0-1-11),30=96/18-3-0 (min.0-1-11),23=110/18-3-0 (min.0-1-11),22=106/18-3-0 (min.0-1-11), 20=107/18-3-0 (min.0-1-11),19=106/18-3-0 (min.0-1-11),18=109/18-3-0 (min.0-1-11),17=96/18-3-0 (min. 0-1-11) Max Horz 31=-189(LC 10) Max Uplift3l=-125(LC 10),16=-91(LC 11),25=-28(LC 12),26=-54(LC 12),27=-45(LC 12),28=-48(LC 12),29=-42(LC 12), 30=-96(LC 9),23=-28(LC 12),22=-54(LC 12),20=-45(LC 12),19=-48(LC 12),18=-42(LC 12),17=-83(LC 8) Max Grav31=163(LC 11),16=129(LC 10),24=165(LC 12),25=117(LC 17),26=113(LC 17),27=112(LC 17),28=116(LC 17), 29=109(LC 1),30=192(LC 10),23=115(LC 18),22=114(LC 18),20=112(LC 18),19=115(LC 18),18=109(LC 1), 17=172(LC 18) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-31=-100/76,1-2=-129/116,2-3=-94/79,3-4=-85/77,4-5=-105/121,5-6=-142/165,6-7=-182/213,7-8=-211/247, 8-9=-211/247,9-10=-182/213,10-11=-142/165,11-12=-105/121,12-13=-69/77,13-14=-71/55,14-15=-100/87, 15-16=-78/54 BOT CHORD 30-31=-89/79,29-30=-89/79,28-29=-89/79,27-28=-89/79,26-27=-89/79,25-26=-89/79,24-25=-89/79,23-24=-89/79, 22-23=-89/79,21-22=-89/79,20-21=-89/79,19-20=-89/79,18-19=-89/79,17-18=-89/79,16-17=-89/79 WEBS 8-24=-173/110,7-25=-90/54,6-26=-107/84,5-27=-99/74,4-28=-100/75,3-29=-101/75,2-30=-118/97,9-23=-89/54, 10-22=-107/84,11-20=-99/74,12-19=-100/75,13-18=-101/75,14-17=-112/93 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 9-1-8,Comer(3)9-1-8 to 12-1-8 zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Continued on page 2 Job Truss iTruss Type Qty 'Ply AOO82576 882170 T01 I Common Supported Gable 1 I 1 Job Reference(optional) Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s 30 2015 MiTek Industries,Inc.Tue Jan 1911:06:18 2016 Page 2 ID:FOp6ELx916x0g8baddDVn�ylfSU-vrg1 H7tGu9grQA9f9x0LiEFtYY3wAwwlP_OOsCztg83 NOTES- 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 125 lb uplift at joint 31,91 lb uplift at joint 16,28 lb uplift at joint 25,54 lb uplift at joint 26,45 lb uplift at joint 27,48 lb uplift at joint 28,42 lb uplift at joint 29,96 lb uplift at joint 30,28 lb uplift at joint 23,54 lb uplift at joint 22,45 lb uplift at joint 20,48 lb uplift at joint 19,42 lb uplift at joint 18 and 83 lb uplift at joint 17. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job 'Truss Truss Type Oly Ply , A00825771 882110 !T02 Common 1 1 Job Reference(optional) Building Component Supply,Green Cove Springs,FL Run:7.820 s Apr 30 2015 Print 7.620 s Apr 30 2015 PifTek Industries,Inc.Tue Jan 19 11:06:18 2018 Page 1 ID:FOp6ELx916x0g8baddDVM2yIfSU-vrq 1 H7tGu9grOA9f9x0LiEFpTYuwAgJI P_OOsCztg83 4-8-8 9-1-8 13-6-8 - 18.3-0 4 -4— — 4-5-0 r� 4-5-0 4-8-8 -8-8 4x5 - Scale=1:39.5 3 7.00[-12 11 12 4x5 \ 4x5 2 a I� 1 13 10 W \ 2x4 11 2x4 ■ 5 1 W2 C i NNW' ; B1— CI III B2 ---- 8 7 V 3x8– 3x8= 6 0-06(0-1-8) 0(0-1.8) 7181/-189# 9-1-8 _ _ 18-3-0 718#/-189# 9-1-8 9-1-8 Plate Offsets(X,Y)– [6:0-1-12,0-1-8],[9:0-1-12,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (10c) (/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.13 6-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.33 6-8 >652 180 BCLL 0.0 • Rep Stress Incr YES WB 0.48 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:105 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer i Installation REACTIONS. (lb/size) 9=718/0-5-8 (min.0-1-8),6=718/0-5-8 (min.0-1-8) Max Horz9=-208(LC 10) Max Uplift9=-189(LC 12),6=-189(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-10=-216/86,2-10=-175/99,2-11=-738/256,3-11=-713/276,3-12=-713/276,4-12=-738/256,4-13=-175/99,5-13=-216/86. 1-9=-218/104,5-6=-218/104 BOT CHORD 8-9=-219/671,7-8=-211/643,6-7=-211/643 WEBS 3-8=-123/471,4-8=-212/180,2-8=-212/180,2-9=-712/245,4-6=-712/245 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-1-8,Exterior(2)9-1-8 to 12-1-8 zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 189 lb uplift at joint 9 and 189 lb uplift at joint 6. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty j Ply A0082578 882170 703 Roof Special 1 1 •,Job Reference(optional) i Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 Weft Industries,Inc.Tue Jan 19 11:06:18 2016 Page 1 ID:FOp6ELx916xOg8baddDVnQylfSU-vrgl H7tGu9grQA9f9x0LiEFpoYuwAgJIP_OOsCztg83 ,__—_ 4-8-8 9-1-8 13.6-8 15-10-7 18-3-0 4-8-8 _I_ 45.0 4-5-0 2-3-15 2-4-9 4x5 Scale=1:39.5 3 q 7.00 12 - -- ,\ -, ' 13 14 4x5 4x5 /T 77��4 2x4 ;I i" 7 4x5 2x4 12 /i 7 I .N v -,.,11 T3 ■ • • 2x4 I ;- ,� �� j jVY2 e v. W \ 1 7-. N 11 10 718#/-196# 8 3x8— 3x4— 0-5*-1-8) 7181(!•181# 9-1-8 ; 18-3-0 ----I 9-1-8 9-1-8 Plate Offsets(X,Y)- [8:0-1-12,0-1-8],-[1-10-1-12,o 1-8]_- USP THD26• LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.13 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 I BC 0.79 Vert(TL) -0.33 10-11 >652 180 BCLL 0.0 • Rep Stress Incr YES WB 0.48 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:110 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=718/Mechanical,11=718/0-5-8 (min.0-1-8) Max Horz 11=-176(LC 10) Max Uplift8=-196(LC 12),11=-181(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-12=-216/86,2-12=-175/99,2-13=-725/244,3-13=-700/264,3-14=-698/262,4-14=-723/241,4-5=-153/16,5-6=-189/30, 5-7=-8/31,6-8=-196/80,6-7=-74/56,1-11=-218/104 BOT CHORD 10-11=-245/656,9-10=-214/624,8-9=-214/624 WEBS 2-10=-213/181,3-10=-109/451,4-10=-171/156,4-8=-686/276,2-11=-712/233 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-1-8,Exterior(2)9-1-8 to 12-1-8,Interior(1)15-9-15 to 18-1-4 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 196 lb uplift at joint 8 and 181 lb uplift at joint 11. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard [Jo(i Truss - 'Truss Type 1Oty -Ply A0082579• 882110 '104 Roof Special 11 1 = ----Aqpp Job Reference(optional) Building Component Supply.Green Cove S FL Run:I7.20 s Apr 30 2015 Print 7.620 s Ap 30 2015 FSTek Industries.Inc.Tue Jan 19 11:06:19 2016 Page 1 16x0g8baddDVnQ lfSU-N1OPVTuufToi2JkrjeXaERo_yEwvHOReemxPeztg82 4-8-8 9-1-8 - 13-10-7 18-3-0 'r- 48-8 4-5-0 443-15 4-4-9 455 Scale=1:39.5 3 7.00112 \ 11 12 4x5 �\ 4x5= 2x4 11 2 j \�4 5 �r SF r: � ,,, N a, 2x4 '. v 1 W2 W3 g I ui W1 I •- :-:-.. --Z f, 8 7 718#/-204# 9 3x8- 3x6= 6 0-011{b-1-8) 3x4= 718#/-173#- - -- 9-1-8 -F-- 18-3-0 i 9-1-8 9-1-8 Plate Offsets(X,Y)- [9:0-1-12,0-1-8] - 1 I USP THD26 -_- --- LOADING(psf) SPACING- 2-0-0 CSI. I DEFL in (loc) Weft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.14 6-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.80 ' Vert(TL) -0.36 6-8 >600 180 BCLL 0.0 • Rep Stress Incr YES WB 0.49 ' Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) i Weight:107 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1 MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=718/Mechanical,9=718/0-5-8 (min.0-1-8) Max Horz 9=-160(LC 10) Max Uplift6=-204(LC 12),9=-173(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-10=-215/87,2-10=-175/100,2-11=-699/233,3-11=-675/253,3-12=-665/248,4-12=-688/233,4-13=-31/0,5-13=-31/0, 5-6=-120/90,1-9=-219/105 BOT CHORD 8-9=-286/683,7-8=-237/608,6-7=-237/608 WEBS 2-8=-214/181,3-8=-83/405,4-8=-133/119,4-6=-783/318,2-9=-712/221 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25f1;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12.Interior(1)3-1-12 to 9-1-8,Exterior(2)9-1-8 to 12-1-8,Interior(1)13-10-7 to 18-1-4 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 204 lb uplift at joint 6 and 173 lb uplift at joint 9. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss riss Ty pe --- ---iQtt Ply 8821T0 T05 of�al 1 1 l A0082580 - ;Job Reference(optional) Building Component Supply,Green Cove springs,FL Run:7.620 6 r x rOpL x0g8baddDVnQ IfSU 2015 A/Mk-N1 OPVTuufToi2JkgeeXaERozdyEpvAOReemxPeztg82 4-8-8 9-1-8 11-10-7 18-3-0 4-8-8 4-5-0 ' 2-8-15 6-4-9 4x5 Scale=1:39.5 3 3 x 4 1 1 7.00 12 --T2 ,, 4 4105- 5 i 1 11 i ,12 T13 2 T' \\ 10%- SCh \\ // 2x4 1 m,. r, 9 W ' / 'N� 1 B, LE -- — B2 7 718 8 718#/-216# 9 3x8 3x6 6 0-50-1-8) 3x4 718#/-161# 9-1-8 183-0 , 9-1-8 9-1-8 Plate Offsets(X,Y)-- [9:0-1-12,0-1-8] - - - USP THD26 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) t/defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.14 6-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.37 6-8 >588 180 BCLL 0.0 • Rep Stress Incr YES WB 0.90 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:111 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer I Installation guide. REACTIONS. (lb/size) 6=718/Mechanical,9=718/0-5-8 (min.0-1-8) Max Horz 9=192(LC 12) Max Uplift6=-216(LC 12),9=-161(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-10=-212/85,2-10=-171/98,2-11=-686/215,3-11=-630/236,3-4=-660/258,4-12=-27/8,12-13=-27/8,5-13=-27/8, 5-6=-185/133,1-9=-215/102 BOT CHORD 8-9=-325/703,7-8=-241/603,6-7=-241/603 WEBS 2-8=-232/189,3-8=-129/438,4-8=-188/135.4-6=-734/298,2-9=-716/209 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-1-8,Exterior(2)9-1-8 to 11-10-7 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 216 lb uplift at joint 6 and 161 lb uplift at joint 9. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard :Job— . Truss - Truss Type ;� IPly ' A0082615• 882170 IT40 �PIGGI BACK BASE Run:7.61 O s 30 2015 Rini 7.620 Reference{optional) y ' 7.620 s Apr 30 2015 IvYTek Industries,Inc.Tue Jan 19 11:06:192016 Paget I — — Building Component Supply,Green Cove Sprirp6,FL ID:FOp6 Lx916xOg8baddDVngylfSU-N10PVTuufToi2JkrjeXaERoxGyDzv89ReemxPeztg82 5-10-12 11-5-15 17-1-3 19-1-0 5-10-12 5-7-3 5 7-4 1-11-13' ___ Scale=1:67.1 6x6 7.0012 5 T2 3x6 !% 3x6= II _,S 4!. ? N ii. 4x5 v /' \ '\ �� N f- / �.,. .. 3x6= 12 4 1 W2 \ It . 3x6= 11 1Q +'" B7 �: --:r u 4 g= 8 13 7 14 g 0-5-8(0-1-8) 0-3-1((0-1-8 762 -40tt 3x6 870tH-349# 9-6-12 19-1-0 _ 9-6-12 9-6.4 Plate Offsets(X,Y)— [5:0-2-4,0-3-0],[9:0-1-8,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.31 6-8 >735 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.54 6-8 >415 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.89 Horz(TL) -0.05 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:155 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-11-7 oc bracing. OTHERS 2x4 SP No.3 WEBS Web Brace:Length(member)8-3-15(4-6); 1 MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer LInstallation guide. REACTIONS. (lb/size) 9=751/0-5-8 (min.0-1-8),11=729/0-3-8 (min.0-1-8) Max Horz 9=442(LC 12) Max Uplift9=-40(LC 12),11=-349(LC 12) Max Grav9=762(LC 17),11=870(LC 17) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-12=-252/112,2-12=-222/128,2-3=-755/7,3-4=-626/32,4-5=-154/78,6-10=-216/684,5-10=-216/684,1-9=-273/154 BOT CHORD 8-9=-415/879,8-13=-241/577,7-13=-241/577,7-14=-241/577,6-14=-241/577 WEBS 2-8=-304/243,4-8=-79/483,4-6=-805/338,2-9=-725/0 NOTES- 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 18-7-12 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)All plates are 3x4 MT20 unless otherwise indicated. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Bearing at joint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 40 lb uplift at joint 9 and 349 lb uplift at joint 11. 7)"Semi-rigid pitchbreaks including heels*Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss — 'Truss Type —ply -—. A0082617 882170 T42 MONOPRCH GIRDER 1 ° -- — - IO20 Apr 30 2 x bad 620 Reference�0 E 5 tMTTW Industries,r n InHM2 J�4nMace: btl 16 Page 81 Building Component Supply,Green Cove FL Run:7.820 s 30 2015 Print 7.620 s P6 098 d QN yn P O 9 J Pn 99 4 6-5-11 12-10-8 19-1-0 F—_-6-5-11 I 6-4-13 6-2-8 2x4 Scale=1:74.3 3x4 7.00 12 5 3x4 3x4 a 3x4 /3x4 4/ II 3 i -�:5 1 :11 . 1I I 2 % mu 3x4 . w 4�� , A 1 i5402t 8a 9 4x6 8 = 7x6 13 JUS24 15 16 7 0 1 3x5= THD26-2 JU3S24 6-5-11 12-10-8 JUS24 19-1-0 i-------- - -- , 6-5-11 6-4-13 6-2-8 Plate Offsets(X,Y) [1:0-1-12,0-1-8],[2:0-1-1Z0-1-8],[4:0-1-12,0-1-8],[5:0-3-0,0-0-0],[5:0-2-0,0-0-8],[6:0-3-0,0-4-0],[TO-3-0,0-4-14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.13 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.25 6-7 >889 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(TL) -0.03 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:358 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2*Except" end verticals. B2:2x6 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3'Except' WEBS Web Brace:Length(member)7-11-12(4-6); W7:2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=1512/0-5-8 (min.0-1-8),12=2593/0-3-8 (min.0-1-8) Max Horz 10=482(LC 8) Max Uplift10=-211(LC 8),12=-708(LC 8) Max Gray 10=1577(LC 2),12=3441(LC 2) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-2113/281,2-3=-2124/247,3-4=-2029/276,4-5=-188/56,6-11=-609/3365,5-11=-609/3365,1-10=-1477/237 BOT CHORD 9-10=-512/282,8-9=-604/1762,7-8=-604/1762,7-13=-439/1764,13-14=-439/1764,14-15=-439/1764,15-16=-439/1764, 6.16=-439/1764 WEBS 2-9=-336/118,2-7=443/314,4-7=-575/3139,4-6=-2992/751,1-9=-94/1626 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)All plates are 3x6 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 211 lb uplift at joint 10 and 708 lb uplift at joint 12. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Use USP THD26-2(With 16d nails into Girder&10d nails into Truss)or equivalent at 12-10-8 from the left end to connect truss(es) FG05(2 ply 2x6 SP)to front face of bottom chord. 11)Use USP JUS24(With 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 13-6-12 from the left end to 17-6-12 to connect truss(es)FT01(1 ply 2x4 SP)to front face of bottom chord. 12)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Continued on page 2 Job Tniss 'Truss Type Qty Ply A0082617 8821T0 T42 ONOPRCH GIRDER 1 L Springs FL Run:7.820 s r 30 2015 Print:Job Reference(optional) j Building Component Supply,Green Cove Apr 7.620 s Apr 30 2015 AcTek Industries,Inc.Tue Jan 1911:08:20 2018 Page 2 I D:FOp6ELx916x0g8badd DVnQyIfSU-rEynipvWQmwZgTJ2H M2pnlL4nMaeegg btl Wx4ztp81 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-5=-60,6-10=-20 Concentrated Loads(lb) Vert:7=-2025(F)13=-199(F)14=-199(F)16=-199(F) Job (Truss ;Truss Type •,Qty 'Ply ' A0082571• L 9 ID FOp6ELx 3 Job Reference(options!) -- 8821T0 IPB03 GABLE 1 Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 l Tek Industries,Inc.Tue Jan 19 11:06:20 2016 Page 1 916xOg8baddDVnQyIfSU-rEynipvWQmwZgTJ2HM2pnlLDCMlnertbtlWx4rtg81 I--_ 181 22-7-0 I 18-1-4 4-5-12 Scale=1:39.2 2.00 riy 44= 11 1213 7.00 Lia 9 10 �� 27 3x8= 6 7 � i e • \ 3 � V�T3 4 5 T 28 3x511 cji 26 i TA ST' T. •r S • ��28 14 T1 - - ST el ro r _ B1 f 0 - B IT n IF a T-r I 2 �° �a c o 3x4 25 24 23 22 21 20 19 18 17 16 15 3x6 22-7-0 22-7-0 i Plate Offsets(X,Y)- [2:0-8-13,0-0-4],[13_0-3-3,0-2-4],[14:0-3-4,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:278 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 15=221/22-7-0 (min.0-1-8),2=1340/22-7-0 (min.0-1-8),16=275/22-7-0 (min.0-1-8),17=-5/22-7-0 (min.0-1-8),18=131/22-7-0 (min.0-1-8), 19=101/22-7-0 (min.0-1-8),1=-1025/22-7-0 (min.0-1-8),20=111/22-7-0 (min.0-1-8),21=91/22-7-0 (min.0-1-8),23=180/22-7-0 (min.0-1-8), 24=-209/22-7-0 (min.0-1-8),25=586/22-7-0 (min.0-1-8) Max Horz 1=81(LC 9) Max Upliftl5=-90(LC 12),2=-727(LC 8),16=-21(LC 12),17=-62(LC 22),18=-43(LC 9),19=-48(LC 9),1=-1025(LC 21),20=-46(LC 9),21=-49(LC 9),23=-68(LC 8), 24=-209(LC 1),25=-232(LC 8) Max Gray 15=229(LC 18),2=1340(LC 1),16=275(LC 1),17=46(LC 21),18=131(LC 1),19=102(LC 21),1=597(LC 8),20=111(LC 1),21=91(LC 21),23=180(LC 1), 24=67(LC 8),25=586(LC 21) 1 FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-161/173,2-26=-162/59,3-26=-150/59,3-4=-141/65,4-5=-185/107,5-6=-166/95,6-7=-175/109,7-8=-179/117, 8-9=-184/127,9-10=-188/136,10-11=-195/146,11-12=-187/147,12-13=-202/160,13-27=-156/128,27-28=-165/117, 14-28=-186/113,1445=-212/141 BOT CHORD 2-25=-40/97,24-25=40/97,23-24=-40/97,22-23=-40/97,21-22=-40/97,20-21=40/97,19-20=-40/97,18-19=40/97, 17-18=-40/97,16-17=-40/97,15-16=-40/97 WEBS 12-16=-167/74,11-17=-64/54,10-18=-91/63,9-19=-79/60,8-20=-82/60,7-21=-71/58,6-23=-126/94,5-24=-100/134, 4-25=-416/311 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 18-1-4,Exterior(2)18-1-4 to 21-1-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Continued on page 2 Job ;Truss 'Truss Type ,Qty 'Ply __ r ' A0082571 882170 P803 ,GABLE I;1 9 Component Supply,Green Cove Springs,FL Run:7 620 8 Apr 3 3 Job 0 8 Apr Reference 0 2(15 Milt*Industries,Com nent S -------- gs, 2015 Print 7.620 a AApprr 30 2015 bLTek IMusUiea,Inc.Tue Jan 19 11:06:20 2016 Page 2 x916x0g8baddDVnQ lfSU-rEynipvWQmwZgTJ2HM2pnlLDCMlnertbtlWx4ztg81 NOTES- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 90 lb uplift at joint 15,727 lb uplift at joint 2,21 lb uplift at joint 16,62 lb uplift at joint 17,43 lb uplift at joint 18,48 lb uplift at joint 19,1025 lb uplift at joint 1,46 lb uplift at joint 20,49 lb uplift at joint 21,68 lb uplift at joint 23,209 lb uplift at joint 24 and 232 lb uplift at joint 25. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. 14)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement at the bearings.Building designer must provide for uplift reactions indicated. LOAD CASE(S) Standard 'Job iTi•uss - - Truss Type _- Qty 'Ply ' i. 8821 TO FG01 i Flat Girder 1 1 A0082557 1 3 Job Reference(optional) Building Component Supply.Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 frttek Industries,Inc.Tue Jan 19 11:06:21 2016 Page 1 ID:FOp6ELx916x0g8baddDVnQylfSU-KQVAv9v8B42QHduEg3Z2JstBRmtPN4xk6yF2TXztg80 1-9-11 5-9-10 .__ 9-9-9 13-9-8 18-3.6 22-9-5 1-9-11 3-11-15 3-11-15 3-11-15 4-5-15 4-5-15 Scale=1:39.7 Seal THD26 THD26 THD26 Special 4x5= THD26 4x6= 3x4= 4x10= 2x4 , 4x6 6x8= 1THD26 2 = THD26 3 THD26 THD26 417 5 18 6 THD26 THD26 7 THD26 8 '._i_ .n i iii all`11i 111 ..1W1 111 T2 -III liiiii 4/4114 - 111, ‘ w3 w et 1 .I. P.II 110 -___ u11 .211 no _ 11 111 l I I I■ III nn �� 16 19 5 20 21 14 13 22 12 23 24 11 25 26 1027 28 11470#/-3427# NAILED NAILED NAILED NAILED NAILED 9 2x4 7x6 5x10 MT2OHS 4x6= 4x10= 6x8 8x14 M18SHS 1I NAILED NAILED 8x10 NAILED THD26 NAILED NAILED NAILED-3-8(0-5-1) NAILED NAILED 12946#/-3830# Special 1-9-11 5-9-10 9-9-9 13-9-8 18-3-6 22-9-5 1-9-11 3-11-15 3-11-15 3-11-15 4-5-15 4-5.15 Plate Offsets(X,Y)- [2:0-2-4,0-1-12],[3:0-2-4,O-1-8],[7:0-2-12,0-1-8],[8:0-2-12,0-2-4],[9:Edge,0-3-8],[10:0-2-12,0-2-4],[11:0-2-8,0-1-8],[12:0-1-12,0-1-12],[14:0-3-8,0.4-8], [15:0-3-0,0-4-8] I , LOADING(psi) SPACING- 2-0-0 CSI. I DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL) 0.21 11-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.43 11-12 >575 180 MT20HS 187/143 BCLL 0.0 • Rep Stress Incr NO WB 0.94 Horz(TL) 0.06 9 n/a n/a M18SHS 244/190 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:520 lb FT=20% : LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins, except BOT CHORD 2x6 SP No.2'Except* end verticals. B2:2x6 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3*Except* W1,W5:2x4 SP No.2,W4:2x4 SP No.1,W6:2x4 SP SS REACTIONS. (lb/size) 9=11470/Mechanical,15=12946/0-3-8 (req.0-5-1) Max Uplift9=-3427(LC 5),15=-3830(LC 4) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-16=-363/115,1-2=-155/45,2-3=-11671/3420,3-4=-18498/5418,4-17=-19947/5917,5-17=-19947/5917, 5-18=-19947/5917,6-18=-19947/5917,6-7=-19947/5917,7-8=-13406/3973,8-9=-11144/3262 BOT CHORD 16-19=-6/22,15-19=-6/22,15-20=-45/155,20-21=-45/155,14-21=-45/155,13-14=-3420/11671,13-22=-3420/11671, 12-22=-3420/11671,12-23=-5418/18498,23-24=-5418/18498,11-24=-5418/18498,11-25=-3973/13406, 25-26=-3973/13406,10-26=-3973/13406,10-27=-53/181,27-28=-53/181,9-28=-53/181 WEBS 1-15=-85/282,2-15=-12249/3530,2-14=-4281/14576,3-14=-8947/2534,3-12=-2592/8641,4-12=-4841/1358, 4-11=-648/2137,6-11=-3719/1012,7-11=-2392/7947,7-10=-9062/2572,8-10=-4815/16243 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 6-11 2x4-1 row at 0-5-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)WARNING:Required bearing size at joint(s)15 greater than input bearing size. 9)Refer to girder(s)for truss to truss connections. 10)Provide metal plate or equivalent at bearing(s)9,15 to support reaction shown. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3427 lb uplift at joint 9 and 3830 lb uplift at joint 15. 12)Load case(s)1,2,12 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 14)Use USP THD26(With 16d nails into Girder&NA9D nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 0-7-9 from the left end to 20-7-9 to connect truss(es) (1 ply 2x4 SP)to front face of top chord. Continued on page 2 Job 'Truss Truss Type 'Qty 'Ply • A00825571 8821T0 FG01 Flat Girder ID:F1 3 Job Reference(optional) Budding Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Jan 1911:06:21 2016 Page 2 Op6ELx916x0g8baddDVnQylfSU-KQVAv9v8B42QHd uEg3Z2JstBRmtPN4xk6yF2TXztg80 NOTES- 15)Use USP THD26(With 16d nails into Girder&NASD nails into Truss)or equivalent at 13-9-8 from the left end to connect truss(es) (1 ply 2x4 SP)to front face of bottom chord. 16)Fill all nail holes where hanger is in contact with lumber. 17)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 18)Special hanger(s)or other connection device(s)shall be provided starting at 0-1-12 from the left end to 22-7-9 sufficient to connect truss(es) (1 ply 2x4 SP)to front face of top chord. The design/selection of such special connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-8=-924,9-16=-20 Concentrated Loads(lb) Vert:16=-1(F)9=-135(F)13=-115(F)11=-1795(F=-1426,B=-369)19=-115(F)20=-115(F)21=-115(F)22=-115(F)23=-115(F)24=-115(F)25=-115(F)26=-115(F) 27=-115(F)28=-115(F) 2)Dead+0.75 Roof Live(balanced)+0.75 Attic Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-8=-820,9-16=-20 Concentrated Loads(Ib) Vert:16=-1(F)9=-119(F)13=-99(F)11=-2394(F=-1248,B=-1147)19=-99(F)20=-99(F)21=-99(F)22=-99(F)23=-99(F)24=-99(F)25=-99(F)26=-99(F)27=-99(F) 28=-99(F) 12)Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-8=-507,9-16=-20 Concentrated Loads(Ib) Vert:16=-1(F)9=-73(F)13=-53(F)11=-2119(F=-713,B=-1406)19=-53(F)20=-53(F)21=-53(F)22=-53(F)23=-53(F)24=-53(F)25=-53(F)26=-53(F)27=-53(F) 28=-53(F) Job i Truss ;Truss Type 7—Rii■i i A0082572f 8821T0 PB04 Piggyback 1 t _ _ Job Reference(optional) Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.820 s Apr 30 2015 MiTek Industries,Inc.Tue Jan 1911:08:22 2018 Page 1 ID:FOp6ELx916x0g8baddDVnQ 4fSU-oc3Y7VwmxOAHvnTQOn4Hs4QVW9Pi6kWuKc c0atg89 6-1-1 24-2-5 6-1-1 18-1-4 Scale=1:40.8 4x5= 2.00 12 3 16 7.00 r2 4 3x8= �/ 17f�18 6 1F1�' ST I I -- a 7 .. 8 --- i 5T3 C 19 W . - 9 ID 2 - o :Q o j, 3x4-7 14 13 12 11 10 3x4 - 5x8 24-2-5 24-2-5 Plate Offsets(X,Y)- [3:0-2-15,0-2-4],[11:0-3-6,0-2-13] • LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(TL) 0.02 1 n/r 120 BCLL 0.0 • Rep Stress Ina YES WB 0.08 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:92 lb FT=20% . LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2"Except" BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. B2:2x6 SP No.2 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=230/23-10-3 (min.0-2-4),11=-85/23-10-3 (min.0-2-4),14=394/23-10-3 (min.0-2-4),13=310/23-10-3 (min.0-2-4),12=307/23-10-3 (min.0-2-4), 10=550/23-10-3 (min.0-2-4),9=198/23-10-3 (min.0-2-4) Max Horz 2=-60(LC 8) Max Uplift2=-102(LC 12),11=-85(LC 1),14=-72(LC 12),13=-157(LC 8),12=-132(LC 9),10=-251(LC 9),9=-76(LC 9) Max Grav2=230(LC 1),11=44(LC 9),14=394(LC 1),13=332(LC 22),12=307(LC 1),10=550(LC 1),9=198(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16,2-15=-98/72,3-15=-32/86,3-16=-53/98,4-16=-65/92,4-17=-45/73,5-17=-47/70,5-18=48/70,6-18=-53/69, 6-7=-34/44,7-8=-43/43,8-19=-23/17,9-19=-45/3 BOT CHORD 2-14=-2/51,13-14=-2/51,12-13=-2/51,11-12=-2/51,10-11=-6/54,9-10=-3/54 WEBS 3-14=-267/137,4-13=-261/196,6-12=-226/168,8-10=-380/285,7-11=-42/48 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-15 to 3-2-15,Interior(1)3-2-15 to 6-1-1,Exterior(2)6-1-1 to 9-1-1 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are 2x4 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. I 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 102 lb uplift at joint 2,85 lb uplift at joint 11, 72 lb uplift at joint 14,157 lb uplift at joint 13.132 lb uplift at joint 12,251 lb uplift at joint 10 and 76 lb uplift at joint 9. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. LOAD CASE(S) Standard Truss- --. Truss--T Qty Ply r 882110 727 GABLE 1 1 ; A00826021.2110 Job Reference(optional) Building CamponsrgSrygy Green Cove Springs,Fl RID:FOp6EL 916x g8baddDVnQyffSUoc3Y7Vwmx0AH OOOn4Hs4QVX9M fiuuKc_cOzzteg8? 5-11-8 _- l 13-5-13 F 18-9-13_ 25-3-0 5-11-8 7-6-5 5-4-0 6-5-3 Scale=1:52.2 4x5 - 6 4 -.W 41 4x5 11 43 f � 4x5= 7 7.00 12 2 3 ` 374 ��\ 42 /40 / :. -'2' 5x6 I 3x4 /j 1' `` STg ‘V----- .tov-------------2___. _ I 10000 �\t ST 0 9 1.1 R I ' " 22 21 20 19 18 17 16 15 14 13 12 11 10 4x10 3x8= 0-5-8(0-1-8) (0-1-QISp-13J(0-1-13X0.1-13 0-1-13X0-1-13X0-1-13X0-1-13J(0-1-13X0-1-13) (0-1-13) 5-11-8 11-5-8 1 519#/-86# 5118 I g 626#/-781/-9#82#/0#& 5 84$40.48X-261112#/-12109#W-192#--22,610# Plate Offsets(X,Y)- [1:0-1-0,0-1-8],,[2:0-2-4,0-2-0 [3:0-1-0,0-2-0],[9:0.8-3,0-0-1],[21:0-2-8,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.03 21-22 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.07 21-22 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.19 Horz(TL) 0.03 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:211 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2'Except* end verticals. 62:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 end an- ire-- -- ---- - OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2 4ht P No.3.3 No.2 1 6-0 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=236/13-9-8 (min.0-1-13),22=519/0-5-8 (min.0-1-8),19=564/13-9-8 (min.0-1-13),13=398/13-9-8 (min. 0-1-13),17=29/13-9-8 (min.0-1-13),18=16/13-9-8 (min.0-1-13),16=26/13-9-8 (min.0-1-13),15=26/13-9-8 (min.0-1-13),14=28/13-9-8 (min.0-1-13),12=42/13-9-8 (min.0-1-13),11=-32/13-9-8 (min.0-1-13), 10=156/13-9-8 (min.0-1-13),9=236/13-9-8 (min.0-1-13) Max Horz 22=-202(LC 10) Max Uplift22=-86(LC 12),19=-219(LC 12),13=-264(LC 12),18=-9(LC 12),12=-12(LC 12),11=-55(LC 18),10=-192(LC 12) Max Grav9=236(LC 1),22=519(LC 1),19=626(LC 17),13=448(LC 18),17=82(LC 16),18=73(LC 16),16=80(LC 16), 15=79(LC 16),14=84(LC 16),12=62(LC 3),11=109(LC 12),10=206(LC 18),9=236(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-40=-543/96,2-40=-452/112,6-41=-176/118,7-41=-262/94,7-42=-167/0,8-42=-240/0,8-9=-371/422,1-22=-466/145, 3-43=-269/58,4-43=-157/71,4-6=-224/152,2-3=-350/124,3-5=413/197 BOT CHORD 21-22=-177/272,20-21=-2/68,19-20=0/90,5-19=-580/294,4-5=-285/172,18-19=-75/163,17-18=-75/163,16-17=-75/163, 15-16=-75/163,14-15=-75/163,13-14=-75/163,12-13=-75/163,11-12=-75/163,10-11=-75/163,9-10=-75/163 WEBS 2-21=-39/147,7-13=-472/295,1-21=0/329,5-21=-80/396 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=25ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 5-11-8,Exterior(2)5-11-8 to 16-5-13,Interior(1)16-5-13 to 25-3-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Provide adequate drainage to prevent water ponding. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 86 lb uplift at joint 22,219 lb uplift at joint 19, 264 lb uplift at joint 13,9 lb uplift at joint 18,12 lb uplift at joint 12,55 lb uplift at joint 11 and 192 lb uplift at joint 10. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss - Trus§Tpe —- -- .Oty 'Ply ' Special 2 1 1 A00826031 882170 128 ,� Roof Run: 30 I ___ _ �I Job Reference(optional) Building Component Supply,Green Cove Springs Apr 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Jan 19 11:06:23 2016 Page 1 ID:FOp6ELx916x0g8baddDVnQy1fSU-GpdwKrxPih18Xx2cyUbWOHzg4ZgQr5S1 ZGk9YPztg8_ H___ 5-10-8 -_1 13-5-13 t 19-2-10 � 25-3-0 5-10-8 7-7-5 5-8-14 6-0-6 4x5 -- Scale=1:54.2 4 2x4 11 .-- 3 /; N 7.00 12 14 s'� s \ 15 `� 2x4 I 5 sr m 2 ,�T1. ..- ?`T2 Y 16 th 13 �N N\ yV 6 el WV 1 W3 W4;\ " \ w2 4 B1' ° 17 18 6 2x4 II 4 12 11 10 44 3x8- 2x4 i' 3x5 0-5-8(0-1-8) 0-3-8(0-1-8) 0-5-8(0-1-8) 397#/-160# ._5-10-8_-_ --_ 11-5-0 1 19-2-10 25-3-0 533#/{182# 5-10$ 5-6-8 10 7-7-6 6-0-6 Plate Offsets(X,Y)- (1:0-1-4,0-1-8],[2:0-1-12,0-1-8],[4:0-2-8,0-1-12],[6:0-1-4,0-1-8],[8:0-2-0,0-1-8],[9:0-3-0,0-2-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.16 8-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.31 8-9 >543 180 BCLL 0.0 • Rep Stress Incr YES WB 0.49 Horz(TL) -0.01 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:171 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2'Except' end verticals. B2:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing:8-9. OTHERS 2x4 SP No.3 WEBS Web Brace:Length(member)6-0-4(4-9); MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer 1 Installation guide. REACTIONS. (Ib/size) 12=392/0-5-8 (min.0-1-8),9=1094/0-3-8 (min.0-1-8),7=511/0-5-8 (min.0-1-8) Max Horz 12=-266(LC 10) Max Upliftl2=-160(LC 12),9=-182(LC 12),7=-182(LC 12) Max Gray 12=397(LC 21),9=1239(LC 17),7=533(LC 18) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-13=-422/214,2-13=-392/230,2-14=-160/212,3-14=-112/288,3-4=-231/312,4-15=-753/434,5-15=-786/419, 5-16=-565/250,6-16=-596/233,1-12=-401/223,6-7=-511/211 BOT CHORD 11-12=-233/297,10-11=-124/305,9-10=-104/378,3-9=-269/178,9-17=-32/74,17-18=-32/74,8-18=-32/74,7-8=-65/112 WEBS 2-11=0/231,2-10=-515/197,4-9=-525/23,4-8=-259/714,5-8=-497/308,1-11=-86/228,6-8=-76/360 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=25ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 13-5-13,Exterior(2)13-5-13 to 16-5-13 zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are 3x4 MT20 unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 160 lb uplift at joint 12,182 lb uplift at joint 9 and 182 lb uplift at joint 7. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job -Truss TrussT a lOty -Ply _ -- � Type , • I A0082614 882170 739 R 1 Building Component Suppty,Green Cove Springs.FL - Piggyback - - -- Run:7.620 3 Job Reference(optional) Base Girder � 20 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries.Inc.Tue Jan 1911:06:24 2016 Page 1 ID:FOp6ELx916x0g8baddDVn( t fSU-k?BIYAy1T?Q?85dpWC6lxWkpz7aQ4AovTi3sztg7z 3-6-0 7-3-2 11-0-3 11-p-5 16-2-0 21-0-3 I 26-1-0 3-9-2 3-9-1 042 5-1-11 4-10-3 5-0-13 2x4 i 2x4 I 4x5 Scale=1:71.8 10x16 M18SHS 5x8 2x4 .I 3x6 4x5 - 4x5= 3x4= 3 4 5 6 P0Y17 8 9 n10 8x12 MT20kIrS-- :_ - r t --: _=s j;} T3.- — 4 II., 7.00112 1114== o 0 1 7x14 MT20HS .y / MI u7 ) -2-f T - \".B1 am., . n B2 11 8 19 18 17 1615 23 14 24 13 25 12 26 11 14917#/=4701# al 5x6 10x12= 8x8= 4x5= 5x6 9 NAILED 10x12= THD28 7-3-2 11-0-3. 11-0-5 16.2-0 21-0-3 26-1-0 7-3-2 I 3-9-1 0-0-2 5-1-11 I 4-10-3 ' — 5-0-13 Plate Offsets(X,Y)— [2:0-9-0,Edge],[4:0-2-8,0-2-4],[9:0-1-12,0-2-0],[10:0-2-8,0-1-12],[11:0-3-12,0-1-8),[13:0-1-12,0-2-0],[15:0-6-0,0.6-4],[16:0-6-0,0-6-4],[17:0-2-12,0-2-8], [18:0-8-0,0-6-4],]19:0-2-0,0-3-0]_ LOADING(psf) SPACING- 2-0-0 CSI. i DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 1 Vert(LL) 0.17 17 >999 240 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.57 ! Vert(TL) -0.35 17 >873 180 MT2OHS 187/143 BCLL 0.0 • Rep Stress Incr NO WB 0.98 Horz(TL) 0.03 11 n/a n/a M18SHS 244/190 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) I Weight:1070 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins, except BOT CHORD 2x8 SP SS'Except* end verticals. B2:2x8 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3*Except' WEBS Web Brace:Length(member)7-8-0(10-11); W3,W1:2x6 SP No.2,W6,W4:2x4 SP No.2,W8:2x8 SP No.2 W2:2x4 SP No.1 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=5493/0-3-8 (min.0-2-6),19=14917/0-5-8 (min.0-1-14) Max Horz 19=453(LC 8) Max Uplift11=-1989(LC 5),19=-4701(LC 4) Max Gray 11=5984(LC 29),19=14917(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-17690/5620,2-18=-3911/5307,2-3=-136/81,3-4=-240/187,4-5=-7683/2551,5-6=-7683/2551,6-20=-7683/2551, 20-21=7683/2551,7-21=-7683/2551,7-8=-7683/2551,8-9=-5376/1784,9-22=-2826/941,10-22=-2826/941, 10-11=-5864/1999,1-19=-13658/4324 BOT CHORD 18-19=-796/1501,17-18=-5036/15041,16-17=-2172/6406,16-23=-2551/7683,15-23=-2551/7683,15-24=-1784/5376, 14-24=-1784/5376,13-14=-1784/5376,13-25=-941/2826,12-25=-941/2826,12-26=-4/10,11-26=-4/10 WEBS 2-17=-11968/3858,4-17=-2732/8614,2-4=-13468/4438,4-16=-2511/5366,5-16=-117/331,8-15=-1831/5315, 8-13=-5039/1783,9-13=-1939/5864,9-12=-5574/1976,10-12=-2128/6397,1-18=-4687/14714,6-15=-582/228 NOTES- 1)3-ply truss to be connected together with 10d(0.131*x3*)nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-4-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=26ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional);end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 9)Bearing at joint(s)19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1989 lb uplift at joint 11 and 4701 lb uplift at joint 19. Continued on page 2 Job !Truss :Truss Type •Qly 'Ply A0082614 882110� W supply,Gree 39 Piggyback Base Girder 1 _ 3 iJob Reference(optional) Building Component S n Cove Springs.FL - -- - - - Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries.Inc.Tue Jan 1911:06:24 2016 Page 2 ID:FOp6ELx916x0g8baddDVnQ,ifSU-k?BIYAy1 T?Q?85dpWC6IxWkpz?jaQ4AovTi3sztg7z NOTES- 11)Load case(s)1,2,17 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Use USP THD28(With 16d nails into Girder&NA9D nails into Truss)or equivalent at 11-0-4 from the left end to connect truss(es) (1 ply 2x4 SP)to front face of bottom chord. 14)Fill all nail holes where hanger is in contact with lumber. 15)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)11450 lb down and 3448 lb up at 3-8-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-64,3-10=-64,11-19=-20 Concentrated Loads(lb) Vert:18=-11450(B)19=-1(F)23=-6799(F) 2)Dead+0.75 Roof Live(balanced)+0.75 Uninhab.Attic Storage+0.75 Attic Floor:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54,3-10=-54,19-24=-20,13-24=-50,13-25=-20,12-25=-50,12-26=-20,11-26=-50 Concentrated Loads(lb) Vert:18=-10629(B)19=-1(F)23=-5990(F) 17)1st Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-64,3-10=-64,11-19=-20 Concentrated Loads(lb) Vert:18=-11450(B)19=-1(F)23=-6799(F) Truss — Tnlss Type Qty Ply 8621T0 107 Root Special Girder 1 1 ;slob Reference(optional) A0062582' Building Component Supply.Green Cove Springs,FL Run:7.620 s 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Jan 1911:06:24 2016 Pa 1 ID:FOp6 Lx916x0g8baddDVnQylf SU-k?BIYAy1T?Q785dpWC6lxVVkPzwlaQeAovTi3sztg7z 4.8-8 9-1-8 0.3-1_ 13-8-10 18-3-12 23.16 27-11-0 F— - 4-8-8 I 4-5-0 '1-2-7 — 3.4-11 4-7-2 4-9-10 4-9-10 Scale=1:51.1 4x5= NAILED 3x6-- 3x6= 3 44x5= 2 x 4 I I • = 5x12= 700 12 ilys 5 8 • D 8 • D • D 9 •3 - K di II1iiim lhli C!•d1m 19 \2° 22 23 24 ' 4x5% 2,T1� BL1 c o m '\ v \ 0 1 1 18 s5 1 W2 \W3 4 M WO \\.,. ii cq T 81- nr, _-- B2 All Ilu Ma 16 15 14 13 t2 25 26 11 27 28 10 4x5 - 3x8 4x6 7x10- NAILED 4x5 -- NAILED 0-5-8(0-1-13) THD26 NAILED NAILED 0-3-8(0-1-8) 1514W-405# 1939#/-537# 9-1-8 13-8-10 18-3-12 23-1-6 27-11-0 9-1-8 4-7-2 --�-- 4-7-2 4-9-10 4-9-10 Plate Offsets(X,Y)- [8:0-2-0,0-1-8],[9:Edge,0-3-0],[10.0-2-0,0-0-0],[11:0-2-8,0-1-121[12:0-5-0,0-4-4],[16:0-2-8,0-2-8] LOADING(psf) SPACING- 2-0-0 CSI. I DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.1815-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.4915-16 >680 180 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(TL) 0.16 18 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:219 lb FT=20% • LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins, except BOT CHORD 2x4 SP No.2'Except' end verticals. B2:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-14 oc bracing. WEBS 2x4 SP No.3 WEBS Web Brace:Length(member)3-8-10(4-15);3-7-8(2-16); OTHERS 2x4 SP No.3 - -r_ i MiTek recommends thaat t Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 16=1514/0-5-8 (min.0-1-13),18=1939/0-3-8 (min.0-1-8) Max Horz 16=228(LC 25) Max Upliftl6=-405(LC 8),18=-537(LC 5) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-226/95,2-3=-1945/598,3-4=-1829/604,4-19=-2270/735,5-19=-2270/735,5-20=-2487/791,6-20=-2487/791, 6-21=-2487/791,7-21=-2487/791,7-8=-2487/791,8-22=-1443/414,22-23=-1443/414,23-24=-1443/414,9-24=-1443/414, 10-17=0/137,9-17=0/137,1-16=-216/103 BOT CHORD 15-16=-604/1528,14-15=-631/1929,13-14=-735/2270,12-13=-734/2271,12-25=-414/1443,25-26=-414/1443, 11-26=-414/1443,11-27=-34/120,27-28=-34/120,10-28=-34/120 WEBS 2-15=-108/244,3-15=-475/1590,4-15=-1533/507,4-14=-267/744,5-14=-607/261,5-12=-358/487,6-12=-279/174, 8-12=-591/1631,8-11=-1588/586,9-11=-630/2191,2-16=-1867/522 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=28ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 405 lb uplift at joint 16 and 537 lb uplift at joint 18. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Use USP THD26(With 16d nails into Girder&NA9D nails into Truss)or equivalent at 18-3-12 from the left end to connect truss(es) T06(1 ply 2x6 SP)to front face of bottom chord,skewed 0.0 deg.to the right,sloping 0.0 deg.down. 11)Fill all nail holes where hanger is in contact with lumber. 12)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Continued on page 2 Job ;Truss ITrusilype Imo Pty 882110 ,T07 Roof Special Girder 1 1 Building Component Supply,Green Cove Springs,FL Run:7.620 Job Reference(optional_ ID:FO EL 20 s Apr 30 2015 Print 7.620 s Apr 30 201511470k Industries,Inc.Tue Jan 19 11:06:24 2016 Page 2 p6 x916xOg8baddDVnQyIfSU-k?BIYAy1T?O?85dpWC6lxVVkPzwlaQeAovTi3sztg7z LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-60,3-4=-60,4-9=-60,10-16=-20 Concentrated Loads(lb) Vert:7=-8(F)12=-1131(F)21=-8(F)22=-8(F)24=-8(F)25=-25(F)26=-25(F)27=-25(F)28=-25(F) 'Job Truss 1Truss Type IOty 'Ply , , 8821T0 T08 Half Hip _ __ 11 1 A0082583 Building Component Supply,Green Cove Springs,FL Run:7.620 s 30 Job 0 Reference A r 0 (optional) — — ' — — qqpprr 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Jan 1911:06:252016 Page 1 ID:FOp6ELx916xOg8baddDVnQylfSU-CBIgIWzfEJYsmEB?3ve Ui2wyNFgJsKKOZDGblztg7y 5-1-5 -_ ____ - 9-11-1____ 15.11-8__-__ 21-8-11 27-11.0__ 5-1-5 f 4-9-13 6-0-7 5-9-3 6-2-5 Scale=1:50.1 3x6= 4x5 -- 5x6- 5x8= 3 16 17 18 4 5 19 6 O X , 9 20 21 8 22 23 11 10 7 3x5 3x8= 3x8= 4x5— 0-5-8(0-1-8) 0-3-8(0-1-8) 1123#1-254# 1138#/-364# 9-11-1_ 18-9-5 27-11-0 9-11-1 l 8-10-3 I 9-1-11 — Plate Offsets(X,Y)— [4:0-3-0,0-3-01,[6:0-3-0,0-3-0] [7:0-2-0,0-2-01X 1:0-2-4,0-1-8] __ _ LOADING(psf) SPACING- 2-0-0 1 CSI. DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.24 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.62 10-11 >537 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.13 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:199 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-6 oc purl ins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-7-10 oc bracing. OTHERS 2x4 SP No.3 WEBS Web Brace:Length(member)6-10-1 (4-10);6-9-1 (5-7); MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer I Installation guide. REACTIONS. (lb/size) 11=1105/0-5-8 (min.0-1-8),13=1082/0-3-8 (min.0-1-8) Max Horz 11=276(LC 12) Max Uplift/1=-254(LC 12),13=-364(LC 9) Max Grav11=1123(LC 17),13=1138(LC 17) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-14=-256/84,2-14=-212/98,2-15=-1315/403,3-15=-1248/426,3-16=-1097/418,16-17=-1097/418,17-18=-1097/418, 4-18=-1097/418,4-5=-1052/342,5-19=-69/19,6-19=-69/19,7-12=-297/1010,6-12=-297/1010,1-11=-248/114 BOT CHORD 10-11=-559/1158,9-10=-428/1152,9-20=-428/1152,20-21=-428/1152,8-21=-428/1152,8-22=-292/805,22-23=-292/805, 7-23=-292/805 WEBS 2-10=-209/182,3-10=-36/363,4-10=-193/94,4-8=-331/230,5-8=-130/635,5-7=-1160/430,2-11=-1257/389 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=28ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-11-1,Exterior(2)9-11-1 to 14-2-0 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)Bearing at joint(s)13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 254 lb uplift at joint 11 and 364 lb uplift at joint 13. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job 'Truss 'Truss Type Qty Ply r • A0082584 882110 109 Half Hip 1 Apr 1 qqppr Building Component Supply:Green Cove Springs,FL Run:ID:FOp6ELx916x0g8baddDVnaQ 4fSU-CBlg WzfEJYsmEB73ve_Ui2waNKGJ YKOZDGbI Page 6-1-5_ 11-11-1 19-11-1 27-11-0 6-1-5 5-9-13 7-11-15 7-11-15 Scale=1:55.9 3x6= 3x6= 4x5 3x6= 6x8= 3 17 18 4 5 19 6 13 7.00 12 /-' p.0 4 1B 2 111 el 4 � � I W5 5 75 j' j ca /// ��3x5.- ^c 14/ W, �4, p B1 • _ --B2- __ 12 11 10 9 8 20 7 2x4 0-5-8(0-1-8) 4x5— 3x8— 3x6 0-3-8(0-1-8) 1111#/-241# 6-1-5 11-11-1 19-11-1 27-11-0 1184#4369# 6-1-5 — 5-9-13 7-11-15 7-11-15 Plate Offsets(X,Y)— [1:0-2-4,0-1-8],[2:0-1-12,0-1-8],[6:0-1-8,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.10 8-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.24 8-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(TL) 0.14 14 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:223 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-12 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-11-2 oc bracing. OTHERS 2x4 SP No.3 WEBS Web Brace:Length(member)8-11-2(5-10);5-10-10(5-8);8-8-11 (6-8); j MiTek recommends that Stabilizers and required cross bracing , be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=1105/0-5-8 (min.0-1-8),14=1082/0-3-8 (min.0-1-8) Max Horz 12=324(LC 12) Max Upliftl2=-241(LC 12),14=-369(LC 9) Max Grav12=1111(LC 17),14=1184(LC 17) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-15=-1398/361,2-15=-1323/378,2-16=-1201/368,3-16=-1120/394,3-17=-987/399,17-18=-987/399,4-18=-987/399, 4-5=-987/399,5-19=-873/313,6-19=-873/313,7-13=0/172,6-13=0/172,1-12=-1050/324 BOT CHORD 11-12=-362/414,10-11=-554/1209,9-10=-313/873,8-9=-313/873,8-20=-22/63,7-20=-22/63 WEBS 2-11=-111/108,2-10=414/197,3-10=0/289,5-10=-127/282,5-8=-663/408,6-8=-432/1193,1-11=-210/1057 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=28ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 11-11-1,Exterior(2)11-11-1 to 16-2-0 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Bearing at joint(s)14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 241 lb uplift at joint 12 and 369 lb uplift at joint 14. 9)"Semi-rigid pitchbreaks including heels*Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard — - Truss Iuss T ype Qty Ply A0082585 882170 710 Half Hip 1 1 I �_ __ Job Reference(optional) Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 AMTek Industries,Inc.Tue Jan 1911:06:25 2016 Page 1 ID:FOp6ELx916x0g8baddDVnQytfSU-CBIgIWzfEJYsmEB?3ve_Ui2zINLaJynKOZDGblztg7y 7-1-5_-- I 13-11-1 20--11-1 27-11-0 7-1-5 6-9-13 — 6-11-15 6-11-15 3x6 Scale=1:60.8 3x6 7.00 PT 4x5 = 5x8— 4 17 18 5 19 6 3x6- / K j D 1j j o :.1 2 1NBR2 o , :• o /. 147 W5 W5 15/j2- o 3x5 - .. _ p • 14 4 Wj3 4\ 9 I n 1 122x4 !: 11 10 9 20 8 21 7 3x6= 0-5-8(0-1-8) 4x5= 3x8= 0-3-8(0-1-8) 1113tH-225# 7-1-5 13.11-1 20-11-1 27-11-0 1197#/-375# 7-1-5 I 6-9-13 6-11-15 6-11-15 Plate Offsets(X,Y)— [1:0-2-0,0-1-8],[2:0-1-12,0-1-8],[6:0-1-8,0-3-0],[12:0-1-12,0-1-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.08 8-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.17 8-9 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.63 Horz(TL) 0.13 14 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:221 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-12 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-9-15 oc bracing. OTHERS 2x4 SP No.3 WEBS Web Brace:Length(member)6-4-14(2-9);7-0-10(5-8); T-Brace: 2x4 SP No.3-6-8 Fasten(2X) T and I braces to narrow edge of web with 10d(0.131"x3") nails,bin o.c.,with 3in minimum end distance. Brace must cover 90%of web length. I MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer i Installation guide. REACTIONS. (lb/size) 12=1105/0-5-8 (min.0-1-8),14=1082/0-3-8 (min.0-1-8) Max Horz 12=372(LC 12) Max Upliftl2=-225(LC 12),14=-375(LC 9) Max Gray 12=1113(LC 17),14=1197(LC 17) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-15=-1422/328,2-15=-1345/349,2-16=-1106/316,3-16=-1027/328,3-4=-1010/347,4-17=-892/365,17-18=-892/365, 5-18=-892/365,5-19=-702/257,6-19=-702/257,7-13=0/153,6-13=0/153,1-12=-1046/307 BOT CHORD 11-12=-420/495,10-11=-564/1249,9-10=-564/1249,9-20=-257/702,8-20=-257/702,8-21=-18/52,7-21=-18/52 WEBS 2-11=-45/156,2-9=-558/251,4-9=0/245,5-9=-184/419,5-8=-721/420,6-8=-418/1131,1-11=-160/1033 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=28ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 13-11-1,Exterior(2)13-11-1 to 18-2-0 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)Bearing at joint(s)14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 225 lb uplift at joint 12 and 375 lb uplift at joint 14. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard 'Job 'Truss I Truss Type IQty ,Ply T t. 882170 T11 Half Hip 1 1 ; ---- Job Reference(optional) A00825861 Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Jan 19 11:06:26 2016 Page 1 I D:FOp6ELx916xOg8badd DVn QylfSU-gNJ3zszH?cgjOOmBdd9DOwbBN nd 72JETFDypSkztq 7x 5-0-0 15-11-1 15-11-1 23-2-4 27-11-0 I.. 5-0-0 10.11.1 7-3-3 4-8-12 3x6 Scale=1:66.2 3x6 4x5 2x4 I 3x4 5x8 5 6 21 7 22 8 7.0012 • I 2x4 I -\ I I 20��j ,-:"---* ll 3x4 /, I t2 2 ,.�: �' 0 / `\I 19,-; ;I 3x4-., ,,.3:1' W' ._ 83 -.: ", 18 l I 1 1111,.-2 3 3 12 �.-\ 4 s W5 - 1 4x10 23 24 w9 'Q4 by Y t 4x,U 25 1 16 15 14 11 10 9 0-5.8"'2�j-1-8) 4x10 - 2x4 I 2x4 4x10 0- 071-8) 1131#/-209# 5-0-0 10-5-8 18-5-8 23.2-4 27-11_01115m-373# 5-0-0 5-5-8 8-0-0 - 4-8-12 4-8-12 Plate Offsets(X,Y)— [1:0-1-12,0-1-8],[2:0-1-12,0-1-8],[5:0-2-8,0-1-8],[8:0-1.8,0-3-0],[12:0-4-12,0-2-4],[13:0-4-4,0-2-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.23 12-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.57 12-13 >585 180 BCLL 0.0 * Rep Stress Incr YES WB 1.00 Horz(TL) 0.20 18 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:247 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-10 oc purlins, except BOT CHORD 2x4 SP No.2"Except" end verticals. B2,B4:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3 T-Brace: 2x4 SP No.3-6-12 OTHERS 2x4 SP No.3 WEBS T-Brace: 2x4 SP No.3-5-12,7-10 Fasten(2X) T and I braces to narrow edge of web with 10d(0.131"x3") nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. - REACTIONS. (lb/size) 16=1105/0-5-8 (min.0-1-8),18=1082/0-3-8 (min.0-1-8) Max Horz 16=378(LC 12) Max Upliftl6=-209(LC 12),18=-373(LC 9) Max Gray 16=1131(LC 17),18=1165(LC 17) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-19=-1386/291,2-19=-1310/304,2-3=-1981/593,3-4=-1916/617,4-20=-2060/762,5-20=-1981/788,5-6=-934/363, 6-21=-927/365,7-21=-927/365,7-22=-438/168,8-22=-438/168,9-17=0/111,8-17=0/111,1-16=-1085/272 BOT CHORD 15-16=-423/450,14-15=-25/9,13-14=0/92,4-13=-446/286,13-23=-432/1015,23-24=-432/1015,12-24=-432/1015, 11-12=0/76,6-12=-222/143,10-11=-47/0,10-25=-14/40,9-25=-14/40 WEBS 2-15=-759/373,5-13=-540/1309,5-12=-360/221,7-10=-1111/521,10-12=-178/539,7-12=-396/985,8-10=-406/1054, 1-15=-167/1100,13-15=-628/1431,2-13=-165/493 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=28ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 15-11-1,Exterior(2)15-11-1 to 20-2-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 6)Bearing at joint(s)18 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 209 lb uplift at joint 16 and 373 lb uplift at joint 18. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard Job Truss Truss Type 101y PI — . ,, ■ A0082619 882110 ;744 :Roof Special 2 1 Job Referenctoptional) 1 Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Jan 19 11:06:26 2016 Page 1 I D:FOp6ELx916x0g8baddDVnQylfSU-gNJ3zszH?cgjOOmBdd9 DOwbSonbj2KdTFDypekztg7x 6-2-12 12-2-0 18-1-4 23-1-6 _ 28-8-0 6-2-12 5-11-4 5-11-0 1— 5-0-2 58 10 I Scale=1:45.7 2.00112 6x8 23 24 6 19 3x6= 3x4 c _ 522 r ; \. 2x4 4 \\\ 7.00 12 2 3x6 i 25 2 2027 lY N1 _.. V�1 W3�`� 7 '4 o. :S _ �� B2E3 c 11 10 9 26 7x10 3x4= 3x12 M18SHS= 3x4 6x8 r,.) 0-5-8(0-1-8) 0-3-Et0-1-8) 1, 1142#/-33811 7298# i 9.2.6 18-1-4 23-1-6 28-8-0 9-2-6 — — i--- 8 10-14 i 5-0-2 0 2 56-10 Plate Offsets(X,Y)-- [1:0-4-12,0-2-15),[6:0-6-4,0-2-8),[7:0-7-12,Edgej — _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.57 9-18 >603 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.42 9-18 >241 180 M18SHS 244/190 BCLL 0.0 • Rep Stress Incr YES WB 0.91 Horz(TL) 0.88 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:166 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T3:2x8 SP SS,T1:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-10-10 oc bracing. BOT CHORD 2x4 SP No.1 ' MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 , installed during truss erection,in accordance with Stabilizer OTHERS 2x8 SP SS Installation guide. LBR SCAB 6-8 2x8 SP SS one side ' SLIDER Left 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 8=1156/0-3-8 (min.0-1-8),1=1142/0-5-8 (min.0-1-8) Max Horz 1=-134(LC 12) Max Uplift8=-298(LC 12),1=-338(LC 8) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-2095/531,2-20=-4129/1214,20-21=-4122/1216,3-21=-4116/1220,3-4=-3824/1018,4-5=-3793/1024, 5-22=-2456/717,22-23=-2453/722,23-24=-2425/722,6-24=-2418/726,6-19=-2266/677,19-25=-2335/661, 7-25=-3146/861,7-26=-424/236,8-26=-560/209 BOT CHORD 1-11=-1119/4039,10-11=-841/3453,9-10=-841/3453,7-9=-539/2362 WEBS 3-11=-344/334,5-11=-39/531,5-9=-1178/479,6-9=-124/682 NOTES- 1)Attached 12-5-15 scab 6 to 8,front face(s)2x8 SP SS with 2 row(s)of 10d(0.131"x3")nails spaced 9"o.c.except:starting at 0-1-4 from end at joint 6,nail 2 row(s)at 4"o.c.for 2-0-0;starting at 2-5-4 from end at joint 6,nail 2 row(s)at 3"o.c.for 4-4-6. 2)Unbalanced roof live loads have been considered for this design. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=29ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 18-1-4,Exterior(2)18-1-4 to 21-1-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 298 lb uplift at joint 8 and 338 lb uplift at joint 1. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard -Job _ Truss ITruss Type - -- Ply . A0082616 r 8821T0 T41 PipgybadcBase 1 — -- ---L— — Job Reference(optional) Building Component Supply,Green Cove Springs,Fl. -- — Run:7.620 s Apr 30 2015 Print 7.620 a Apr 30 2015 MTek Industries,Inc.Tue Jan 1911:06:27 2016 Page 1 ID:FOp6ELx916x0g8baddDVnQ (SU-8atRAC_vmwpa 9YLOBKgSZ77L5Azbnt5dUtlNgAztg7w 5-.11-4 114-15 17-1-3 22.6-5-_ 27-9-14__ 33-5-0 I 5-11-4 } 5-7-11 I-- 5-6-4 5-5-2 { 5-3-9 I 5-7-2 Scale=1:66.4 4x5 3x6= 2x4 II 7.00 Ili 5 19 20 8 7 8 21 9 ---,.,' \ 3x8 18 .-'7 3 %'K . \ ch 4x5 / \' 1 vi\ .- 2 / 1j/ 4 V55' 1 <52- / \\ \ . _ . \\ r f 1-8 15 22 14 23 13 24 12 25 1126 27 527#/088# II 0-5-8(0-1-8) 3x6— 18 11-12 0-3-3�g-2.2) 3x6 #/�8# 9-7-10 1826#/-516# 26-0-10 33-5-0 644 9-7-10 I 9-4-2 7-014 I 7.4-8 I Plate Offsets(X,Y)— [16:0-1-8.0-1-81 USP_JUS24___ LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.2513-15 >918 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.44 15-16 >514 180 BCLL 0.0 • Rep Stress Incr YES WB 0.58 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:253 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS T-Brace: 2x4 SP No.3-9-10,4-13,5-13,6-13,8-11, 8-10 Fasten(2X) T and I braces to narrow edge of web with 10d(0.131"x3") nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. j MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10=426/Mechanical,13=1580/0-3-8 (min.0-2-2),16=644/0-5-8 (min.0-1-8) Max Horz 16=448(LC 12) Max Upliftl0=-188(LC 9),13=-516(LC 12),16=-48(LC 12) Max Gray 10=527(LC 24),13=1826(LC 17),16=644(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-17=-273/116,2-17=-239/132,2-3=-556/25,3-4=-425/51,4-18=-88/172,5-18=-73/246,5-19=-34/206,19-20=-34/206, 6-20=-34/206,6-7=-158/54,7-8=-158/54,8-21=-6/1,9-21=-6/1,9-10=-138/97,1-16=-279/143 BOT CHORD 15-16=-408/752,15-22=-230/408,14-22=-230/408,14-23=-230/408,13-23=-230/408,13-24=-52/81,12-24=-52/81, 12-25=-52/81,11-25=-52/81,11-26=47/156,26-27=47/156,10-27=47/156 WEBS 2-15=-355/257,4-15=-95/515,4-13=-760/324,5-13=-378/230,6-13=-676/237,6-11=-24/384,8-11=-127/101, 8-10=-341/151,2-16=-533/0 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=33ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-5-14,Interior(1)3-5-14 to 17-1-3,Exterior(2)17-1-3 to 21-9-14 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 1 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 188 lb uplift at joint 10,516 lb uplift at joint 13 and 48 lb uplift at joint 16. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard Job jTrussType _ - ;CAN/ ]Pl 1 A0082620 882110 145 IGABLE 1 1 L Job Reference(optional) Building Component Supply,Green Cove Spings,FL - Run:7.620 s Apr 30 2015 Print 7.620 s Apt 30 2015 MTek Industries,Inc. Tue Jan 19 11:06:27 2016 Page 1 ID:FOp6ELx916xOg8baddDVnQylfSU-8atRAC_vmwpa?YLOBKgSZ77Gr1VJx_npOdUtiNgAztg7w 6-2-12 12-2_0 18-1-3 23-10-10 29-8-1 35-5-8 37-11-0 6-2-12 • 5.11 5.114 517 5-9-7 5-9-7 2-5-8 Scale=1:63.3 2.00 12 5x6= 5x6= 3x4= 466 7 8 9 10 11 12 3x5-- 3x6 5 : "� • . _T3 13 14 3x5 3 4 33 -32-,..1 '∎ 8 W4 0 s 1 '``` =39 Ia 16 1 5 T12 W� S'� 4 s W2 3 4'1'4 S�'6 29 35 1NSS 2 ST13 ,,W6 40.W8 T4 48 17 -.- x6 r4i r1�B7- k rT, 1? 3x6,.i B�'";- - -.. {. 83 - c r. i; MNZONNOMMIVEI 28 27 26 2524 23 22 21 20 19 18 3x8 0- J* SHS 6x8 3x8 MT2OHS- 4x10== 5x6- 3x6 (0-2-5) 3x5 0-3-8(0-1-8) 1015#/-22 84# 1976#/-518# 71#1-78# 37-11-0 - _ 9-1-0 18-1-3 1 28-8-0 355.8 1 37410 9.1-0-- - -- -. 30.3 85-13 --- 8-9-8 2-1-2 Plate Offsets(X,Y)-- [1:0-2-4,Edge],[4:0-3-0,0-3-0],[16:0-2-0,0-1-4[17:0-1-3,Edge],(19:0-2-12,0-1-8],(21:0-3-0,0-3-0j,[28:0-4-0,0-2-0j 11 LOADING(psf) 1 SPACING- 2-0-0 CSI. DEFL in (loc) I/deFl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.40 28 >844 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.98 28-41 >348 180 MT2OHS 187/143 BCLL 0.0 • Rep Stress Incr YES WB 0.81 Horz(TL) 0.12 18 n/a n/a M18SHS 244/190 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) I Weight:178 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-1-9 oc purlins. T4:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 11 BOT CHORD 2x4 SP No.2'Except' 61:2x4 SP SS JOINTS 1 Brace at Jt(s):30,36 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer • OTHERS 2x4 SP No.3 Installation guide. UREACTIONS. (lb/size) 1=1015/0-5-8 (min.0-1-8),17=-5/0-3-8 (min.0-1-8),18=1976/6-5-0 (min.0-2-5) Max Horz 1=-38(LC 9) Max Uplift1=-284(LC 8),17=-78(LC 21),18=-518(LC 12) Max Grav1=1015(LC 1),17=71(LC 22),18=1976(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-45=-4707/1382,2-45=-4691/1386,2-3=-4115/1123,3-4=-4097/1136,4-5=-4095/1144,5-46=-1933/535,6-46=-1916/538, 0 6-7=-1903/543,7-8=-1905/551,8-9=-1895/555,9-10=-1888/554,10-11=-1911/553,11-12=-1917/547,12-13=-1918/534, 13-47=-220/746,14.47=-220/731,14-15=-221/728,15-16=-227/720,16-48=-658/2320,17-48=-659/2269 BOT CHORD 1-28=-1336/4637,27-28=-848/3269,26-27=-848/3269,25-26=-848/3269,24-25=-848/3269,23-24=-848/3269, 22-23=-215/841,21-22=-215/841,20-21=-216/847,19-20=-216/847,18-19=-2251/688,17-18=-2251/688 WEBS 2-28=-635/300,28-34=-237/859,33-34=-253/893,5-33=-265/957,5-32=-1481/443,31-32=-1496/440,30-31=-1466/430, 29-30=-1494/439,23-29=-1506/443,9-23=-59/310,23-35=-278/1101,35-36=-275/1080,36-37=-282/1093, 37-38=-280/1103,13-38=-290/1158,13-39=-1934/536,39-40=-1930/524,19-40=-1922/529,16-19=-478/1839, 16-18=-1702/525,8-29=-33/14,7-30=-99/38,6-31=0/115,24-31=-34/62,25-32=-9/15,27-33=-22/118,4-34=-71/32, 3-28=-73/80,10-35=-13/73,11-36=-53/24,12-37=-109/67,22-37=-76/71,21-38=-32/158,20-39=-11/37,15-40=-11/42 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 4-0-4,Interior(1)4-0-4 to 37-6-10 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 li 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are MT20 plates unless otherwise indicated. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 284 lb uplift at joint 1,78 lb uplift at joint 17 and 518 lb uplift at joint 18. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job ;Truss ITruss Type Qty — y . 882110 T46 I Roof Speaal 8 1 A0082621 _ I Job Reference(optional) Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 3020'5 Print 7.620 s Apr 30 2015 84Tek Industries.Inc. Tue Jan 1911:06:28 2016 Page 1 ID:FOp6ELx916x0g8baddDVnQylfSU-cmRpNY?XXExRdiwal1 Bh5LgQJaIKWEGmjXRwCdztg7v 6-2-12 12-2-0 18-1-3 , _- 23-10-10 29-8-1-_ _ 35.5-8 _ 37_11_0 6-2-12 5-11-4 I 5-11-4 5-9-7 5-9-7 5-9-7 2-5-8 • Scale=1:62.2 2.00 12 5x6 3x8! 3x4 5 3x4 1 423 f∎ 6 24 8x12 MT2OHS-=-. I 2x4 3 T3`_ / W4 ' -- _ 7 8x12= A. 1 22 71---ay 1 s ' Ns '--;1* 25 8 1 � 9 v. 1103 O N.d 15 14 73 12 11 10 0-5-8(R'W 2) 4 x 5= 7x14 MT2OHS= 4x10= 5x10 MT2OHS= 4x5= 2x4 I I 0-5-8(0-4-10) 1508#/-396# 15081/-395# 9-1-0 18-1-3 26-8-0 29-8-1 35-5-8 37-11-0 9 1-0 -I- 9-0.3 + — -8-6-13 3-0-1 5-9-7 I 2-5-8 Plate Offsets(X,Y)-- [1:Edge,0-2-0j - • LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.69 11-13 >654 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -1.7111-13 >264 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.90 Horz(TL) 0.28 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:197 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1`Except* TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. T1:2x4 SP SS,T4:2x8 SP SS BOT CHORD Rigid ceiling directly applied or 5-11-4 oc bracing. BOT CHORD 2x6 SP SS'Except' WEBS 1 Row at midpt 6-13 82:2x6 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation uide. - REACTIONS. (lb/size) 1=1508/0-5-8 (min.0-1-12),9=1508/0-5-8 (min.0-4-10) Max Horz 1=-51(LC 9) Max Uplift 1=-396(LC 12),9=-395(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-22=-6114/1744,2-22=-6074/1751,2-3=-5724/1500,3-4=-5692/1505,4-23=4554/1219,5-23=-4551/1229, 5-6=-4552/1229,6-24=-6352/1699,7-24=-6406/1694,7-8=-7356/2038,8-25=-6237/1760,8-9=-245/82 BOT CHORD 1-15=-1681/5991,14-15=-1445/5443,13-14=-1445/5443,12-13=-1513/5758,11-12=-1513/5758,10-11=-1964/7277, 8-10=-1960/7253 WEBS 2-15=-439/319,4-15=0/419,4-13=-1136/397,5-13=-241/1172,6-13=-1428/473,6-11=-105/708,7-11=-1056/417, 7-10=-33/212 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-9-8,Interior(1)3-9-8 to 37-8-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 396 lb uplift at joint 1 and 395 lb uplift at joint 9. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Iob 'Truss Truss Type IOty 'Ply - •A0082622 • 8821T0 iT47 GABLE I 1 L ID:.6208 pr3 �b0Reference 30 Building Component Supply.Green Cove Springs,FL - ---_ --- Run:7.820 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Jan 19 11:06:28 2016 Page 1 x0g8baddDVnQylfSU-cmRPNY?XXExRdiwal1 Bh5LgUMaPdWRimjXRwCdztg7v 7-5-3 6-1-3 ST7'12 12-2-0 18.1-3_________ 23-10-10 27-53 283329-8.1 35-5-8 . 37.11.0 ∎-- 61.3.._--- --0 -- i- - 4-8-13----.---f--.--...---5.11.4 59.7 3.69 f 1-0-00-10.10 ---5-9-7 1 2-5-8 1-2-7 Scale=1:61.5 2.00 fif 5x6= 5x6- 8 9 10 11 12 13 14 3x6 42 is 15 2 3 4 5 _6� 7 i. W' �! Sl6 6 T` 19 20 41 Tt 51 2 8734 ••.. 5 ST2 W \112 21 O 1 ---- t..- W2 G1. ;,-1-_---ii----1%-- �. F -- -B24 - i :1 '=f-- , T---- --'h B3-_. - r - . --- --- 3x5 3x5 40 39 38 37 3635 34 33 32 31 30 29 28 27 26 25 24 23 22 3x6 5x6 28-9-3 6-1.3 7-5-3 9-1-0 18-1-3 26-8-0 17;953 35-5-8 i 37-11-0 ,• 6-1.3 1-4-0' 1-7-13 • 9-0-3 • 8-6-13 1d-0 6$5 2-5-8 Plate Offsets(X,Y)-- [5:0-3-0,0-3-0],[26:0-3-0,0-3-0] LOADING(psf) 1 SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 1 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 1 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 21 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:155 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing:25-26,24-25,23-24,22-23,21-22. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer i Installation guide. i REACTIONS. (lb/size) 1=185/37-11-0 (min.0-3-6),30=99/37-11-0 (min.0-3-6),21=225/37-11-0 (min.0-3-6),31=111/37-11-0 (min. 0-3-6),32=106/37-11-0 (min.0-3-6),33=107/37-11-0 (min.0-3-6),34=106/37-11-0 (min.0-3-6),36=110/37-11-0 (min.0-3-6),37=90/37-11-0 (min.0-3-6),38=180/37-11-0 (min.0-3-6),29=111/37-11-0 (min.0-3-6), 28=106/37-11-0 (min.0-3-6),27=107/37-11-0 (min.0-3-6),26=112/37-11-0 (min.0-3-6),25=81/37-11-0 (min. 0-3-6),24=220/37-11-0 (min.0-3-6),40=589/37-11-0 (min.0-3-6),39=-207/37-11-0 (min.0-3-6), 23=-385/37-11-0 (min.0-3-6),22=800/37-11-0 (min.0-3-6) Max Horz 1=-31(LC 9) Max Uplift 1=-50(LC 8),21=-65(LC 9),31=-30(LC 12),32=-30(LC 12),33=-29(LC 12),34=-30(LC 12),36=-35(LC 8), 37=-30(LC 8),38=-53(LC 8),29=-30(LC 12),28=-30(LC 12),27=-29(LC 12),26=-30(LC 12),25=-31(LC 9), 24=-63(LC 9),40=-184(LC 8),39=-207(LC 1),23=-385(LC 1),22=-250(LC 9) Max Gray 1=185(LC 1),30=99(LC 1),21=225(LC 1),31=112(LC 21),32=106(LC 21),33=107(LC 1),34=106(LC 21), 36=110(LC 1),37=90(LC 21),38=180(LC 1),29=112(LC 22),28=106(LC 22),27=107(LC 1),26=112(LC 1), 25=81(LC 22),24=220(LC 1),40=589(LC 1),39=61(LC 8),23=114(LC 9),22=800(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-41=-36/8,2-41=-30/32,2-3=-37/36,313=-10/32,4-5=-20/40,5-42=-23/47,6-42=-19/48,6-7=-28/57,7.8=-32/67, 8-9=-37/76,9-10=-41/85,10-11=-46/94,11-12=-46/94,12-13=41/85,13-14=-37/76,14-15=-32/67,15-16=-26/56, 16-43=-19/48,17-43=-21/46,17-18=-23/46,18-19=-10/31,19-20=-51/57,20-44=-13/42,21-44=-21/6 BOT CHORD 1-40=-14/36,39-40=-14/36,38-39=-14/36,37-38=-14/36,36-37=-14/36,35-36=-14/36,34-35=-14/36,33-34=-14/36, 32-33=-14/36,31-32=-14/36,30-31=-14/36,29-30=-14/36,28-29=-14/36,27-28=-14/36,26-27=-14/36,25-26=-16/37, 24-25=-16/37,23-24=-16/37,22-23=-16/37,21-22=-16/37 WEBS 11-30=-73/11,10-31=-85/43,9-32=-79/43,8-33=-80/43,7-34=-80/43,6-36=-82/48,5-37=-71/42,4-38=-127/75, 12-29=-85/43,13-28=-80/43,14-27=-80/43,15-26=-83/44,16-25=-67/41,18-24=-151/88,2-40=-419/270,3-39=-104/135, 19-23=-168/256,20-22=-567/344 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10:Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-3-2 to 4-0-6,Interior(1)4-0-6 to 35-11-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 Job Truss Truss Type .Qty I Ply + A0082622 8821T0 T47 1GABLE 1 i 1 L-__ - .Job Reference ioptionalL---..-- Building Component Supply,Green Cove Springs.FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 t iTek Industries,Inc.Tue Jan 19 11:06:29 2016 Page 2 ID:FOp6ELx916x0g SbaddDVnQylfSU-5y_Bbu091X3H FsVm I IiweYDf6_IsFuywxBBTk3ztg7u NOTES- 8)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 50 lb uplift at joint 1,65 lb uplift at joint 21,30 lb uplift at joint 31,30 lb uplift at joint 32,29 lb uplift at joint 33,30 lb uplift at joint 34,35 lb uplift at joint 36,30 lb uplift at joint 37,53 lb uplift at joint 38,30 lb uplift at joint 29,30 lb uplift at joint 28,29 lb uplift at joint 27,30 lb uplift at joint 26,31 lb uplift at joint 25,63 lb uplift at joint 24,184 lb uplift at joint 40,207 lb uplift at joint 39,385 lb uplift at joint 23 and 250 lb uplift at joint 22. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job - .,r__ -Truss Type Y -PIY ---1 . 8821T0 122 Hip 1 1 Job Reference(optional) Bolding Component Supply,Green Cove Springs.FL Run:7.820 s 30 2015 Print 7.820 s Apr 30 2015 Bbu0 Industries.inc.Tue Jan 1911:06:29 2016 Page i ID:FO Lx916x0g8baddDVnOy1fSU5 Y Bbu091X 3HFaVmlliweYDgT_g2FkDwnBBTk3rtg7u 5-10-12 15-3-0 21-10.8 i 27.11-7 39.68 I 4411-0 _ i ~ 5-10-12 i 9.4.4 I 6-7-8 6-0-15 11-7-1 5-4-8 Scale=1:81.4 7.00112 5x6 3x8= 5x6= 5 6 29 7 30 8 9 31 c - n � :ems 3x6 28 3 ' r 10 -r2 /‘ , 3x4 /'' '1 s r r• 3x6 3x4 2 11 27 Ti ` /11" \ �\ 1232 I I\4x5 .= W4 / \II 4x5��M]7; �� s -B3 r s: 15 �A X23 �re� . V1�1T ~___ W5 33 ' \ / 12 I 38 5>8- lii w_71 cr7�r l �Q 5x8= _ ��_•.----•. G _ ,. �� 5z8- 447$1$-1132# 3x8 245x8 0-3-8(Q-42i10/1 20 19 16 15 9 M� ) 3x8 3x8= 55# 5-10-12 11-5-8 I 171-12 17,4-0 21-10-8 I 26-5-8 345-8 39-6-8 44-11-0 , 5.10-12 5-6-12 58-4 0-2-4 4-6-8 4-7-0 8-0.0 _ 5-1-0 5-4-8 Plate Offsets(X,Y)- [2:0-1-12,0-1-8],[5:0-3-0,0-1-12],[9:0-3-0,0-1-12],[12:0-1-12,0-1-8],[17:0-2-12,0-2-8],[18:0-2-12,0-2-12],[22:0-2-12,0-2-8],[23:0-2-12,0-2-8],[25:0-2-8 ,0-1-8] LOADING(psf) 1 SPACING- 2-0-0 CSI. DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.21 17-18 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.51 17-18 >646 180 BCLL 0.0 • Rep Stress Incr YES WB 0.73 Horz(TL) 0.03 14 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:370 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, except BOT CHORD 2x4 SP No.2"Except' end verticals. B2,B4,B7:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3 T-Brace: 2x4 SP No.3-6-22,8-18 OTHERS 2x4 SP No.3 WEBS T-Brace: 2x4 SP No.3-5-22,7-22,9-18,9-17 Fasten(2X) T and I braces to narrow edge of web with 10d(0.131"x3") nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. MiTek recommends that Stabilizers and required cross bracing 1 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 26=357/0-5-8 (min.0-1-8),22=2334/0-3-8 (min.0-2-12),14=878/0-5-8 (min.0-1-8) Max Horz 26=326(LC 11) Max Uplift26=-132(LC 12),22=-550(LC 12),14=-255(LC 12) Max Grav26=447(LC 21),22=2334(LC 1),14=939(LC 18) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-27=-450/159,2-27=-333/175,2-28=-116/324,3-28=-25/349,3-4=0/372,4-5=-158/365,5-6=-14/701,6-29=-12/701, 7-29=-12/701,7-30=-463/348,8-30=-463/348,8-9=-465/345,9-31=-1521/690,10-31=-1531/656,10-11=-1311/485, 11-12=-1421/463,12-32=-1016/372,13-32=-1135/358,1-26=-395/188,13-14=-889/307 BOT CHORD 25-26=-294/357,24-25=-22/0,23-24=0/89,4-23=-357/261,23-33=-653/387,33-34=-653/387,22-34=-653/387,21-22=0/70 ,6-22=-2281152,20-21=-24/1,19-20=-52/0,18-19=0/70,8-18=-186/97,18-35=0/464,35-36=0/464,17-36=0/464, 16-17=0/82,10-17=-480/327,15-16=-27/7,14-15=-61/110 WEBS 2-25=-47/172,23-25=-193/420,2-23=-501/249,5-23=-344/847,5-22=-978/321,7-20=-187/414,20-22=-304/230, 7-22=-1383/542,18-20=-279/227,7-18=-155/859,9-18=-552/229,9-17=-463/1235,12-15=-537/224,1-25=-77/245, 13-15=-193/832,15-17=-255/994,12-17=0/261 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=13omph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=45ft;eave=5ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-7-10,Interior(1)4-7-10 to 15-3-0,Exterior(2)15-3-0 to 34-3-10,Interior(1)34-3-10 to 44-9-4 zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 132 lb uplift at joint 26,550 lb uplift at joint 22 and 255 lb uplift at joint 14. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Cqb Rapi Adi1ao2a1 permanent and stability bracing for truss system(not part of this component design)is always required. • rues iiuss Type Qty ply --- - A0082597 8821T0 — ITS HiP — — 1 1 Job Reference(optional) Building Component Supply.Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MTek Industries,Inc.Tue Jan 1911:06:29 2016 Page 2 ID:FOp6ELx916xOg8baddDVnQyIf SU-5y_Bbu091X3HFsVmlliweYDgTy2FkDwxBBTk3ztg7u LOAD CASE(S) Standard -T-u - Truss Type may- AY A0082598 8821T0 123 19p 1 1 Job Reference(optional)_ i Building Component Supply.Green Cove Sprigs.FL Run:7.820 s pr 302015 Prins:7.620 s Apr 30 2015 NiTek Industries,Inc.Tile Jan 1911:06:30 2016 Pagel ID:FOp6ELx916x0g8baddDVnQyIfSU-Z9YZoE0o3rB8s04zsSD9BmIrCOOH_7L3Arw1 HVztg7t 5-10-12 153-0 21-10-8 27-11-7 I _ 31i,,,,,:.,,.,,,,,,,,,9-6-81.7.1 4411-0 � I- 5-10-12 I 9-4.4 l 6-7-8 I 6-0-15 5-4-8 Scale=1:81.4 7.00 12 5x6= 3x8= 5x8= 5 6 29 7 30 31 8 9 I - r �4 32 s 27 i 1233 4x5% ;i 4x5 1101 j :se��.:< �ls• er 15 V1�i� q b+_~ �n �I, - /12 I 375x8_:I . 1\ 7�+ I IR 5x8= ;��::- 26 25 24 "''i 5x8= 0-5-8(0.1-8) 3x8- 5x8 23341 r ;i�55 447N-1324 20 19 18 15 !c 3x8= 3x8= 5-10-12 11-5-8 17-1-12 17-4-0 21-10-8 26-5-8 i 34-5-8 1 39-6-8_f_____44-11-0____I 5-10.12 5-6-12 5-8-4 0-2.4 4-6-8 4-7-0 8-0-0 5-1-0 5-4-8 Plate Offsets(X,Y)- [2:0-1-12,0-1-8],[5:0-3-0,0-112],[9:0-3-0,0-1-12],[12:0-1-12,0-1-8],[17:0-2-12,0-2-8],[18:0-2-12,0-2-12],[22:0-2-12,0-2-8],[23:0-2-12,0-2-8].[25:0-2-8 .0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.21 17-18 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.51 17-18 >646 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.03 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:370 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-3 oc purlins, except BOT CHORD 2x4 SP No.2'Except' end verticals. B2,B4,B7:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3 T-Brace: 2x4 SP No.3-6-22,8-18 OTHERS 2x4 SP No.3 WEBS T-Brace: 2x4 SP No.3-5-22,7-22,9-18 Fasten(2X) T and I braces to narrow edge of web with 10d(0.131"x3") nails,bin o.c.,with 3in minimum end distance. Brace must cover 90%of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer ' Installation guide. REACTIONS. (lb/size) 26=357/0-5-8 (min.0-1-8),22=2334/0-3-8 (min.0-2-12),14=878/0-5-8 (min.0-1-8) Max Horz26=326(LC 11) Max Uplift26=-132(LC 12),22=-550(LC 12),14=-255(LC 12) Max Grav26=447(LC 21),22=2334(LC 1),14=939(LC 18) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-27=-450/161,2-27=-333/177,2-3=-116/324,3-28=0/368,4-28=0/372,4-5=-158/365,5.6=-8/701,6-29=-6/701, 7-29=-6/701,7-30=-463/337,30-31=-463/337,8-31=-463/337,8-9=-465/335,9-32=-1439/657,10-32=-1531/635, 10-11=-1311/464,11-12=-1421/442,12-33=-1016/361,13-33=-1135/347,1-26=-395/189,13-14=-889/306 BOT CHORD 25-26=-294/357,24-25=-22/0,23-24=0/89,4-23=-357/243,23-34=-653/374,34-35=-653/374,22-35=-653/374,21-22=0/70 ,6-22=-228/146,20-21=-24/1,19-20=-52/0,18-19=0/70,8-18=-186/94,18-36=0/464,36-37=0/464,17-37=0/464, 16-17=0/82,10-17=-480/307,15-16=-27/7,14-15=-61/110 WEBS 2-25=-47/172,23-25=-193/420,2-23=-501/245,5-23=-320/847,5-22=-978/306,7-20=-185/414,20-22=-304/229, 7-22=-1383/517,18-20=-279/225,7-18=-152/859,9-18=-552/219,9-17=-437/1235,12-15=-537/223,1-25=-77/245, 13-15=-187/832,15-17=-254/994,12-17=0/261 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=45ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-7-10,Interior(1)4-7-10 to 15-3-0,Exterior(2)15-3-0 to 32-5-5,Interior(1)32-5-5 to 44-9-4 zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 132 lb uplift at joint 26,550 lb uplift at joint 22 and 255 lb uplift at joint 14. 8)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 81 R 8 Adiitp2a1 permanent and stability bracing for truss system(not part of this component design)is always required. .. .------ -- --- ----- --'— ------ Is (Jo5 Truss 1�Type IOty ply 8821 TO 123 HIP 1 1 ` Job Reference(optional) Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc.Tue Jan 19 11:06:30 2016 Page 2 I D:FOp6ELx916x0g8baddDVnQylISU-Z9YZoE0o3r88SO4zSSD9BmIrCOOH_7L3Arw1 HVztq7t LOAD CASE(S) Standard Job Truss truss Type - (AY I}ty ` . A0082599 8821 TO 'T24 Roof Spedal 5 1 Job Reference(optional) 5-10-12 g Springs.FL Run:7.520 s 30820 s Ayr 302015 1911:06:312016 Page 1 ID:F DVnG1y1T5U-1L 1 U 1FoL hGCPV pyztg7s 15-3.0 22-7-7 27-11-7 33$2 39-0-13 44-11-0 Building Component Supply. 9-0-0---- --I 7-4-8 I 5-3-15 I 5-6-11 I 5-6-11 I 5-103 I Scale=1:81.4 7.00 5x6 2x4 II 3x4 - 5x6 2x4 5 6 26 7 27 28 8 3x6 j�� - ,,, 2�2 / �� 3x43 4 �T- 29 3x4 q 2 W 4x5 u' 24 71! iwis 0 0 „,„,/\, `11 4x5 W4'= �� 3x4 it W1 B3 .=141! r.. W5 i 31 //„ ,4„30,..,, 17 .Q 0-5-8(23 g) 22 21 5x8= �. ;��..• - 1-8) 5310A150# 3x8 2x4 II 41 2-0 17 16 3x4= 107•-- 67# 5 x 8= 2 x 4 1 1 3x8= 3x6 3x4 3x4 1 5-10-12 i - 11-5-8 -I_ 17-1-12 174-0 22-7-7 I 27-11-7 I 36-3-7 i _-44-11-0 i 5-10-12 5-6-12 5-8-4 0-24 5-3-7 5-3-15 8-4-1 Plate Offsets(X,Y)-- [2:0-1-12,0.1-8],[5:0-3-0,0-1-12],[8:0-1-4,0-2-4],[13:0-1-12,0-1-8],[19:0-2-12,0-2-8],[20:0-2-12,0-2-8],[22:0-2-8,0-1-8] - LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.19 14-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.3614-16 >898 180 BCLL 0.0 * Rep Stress Incr YES WB 0.56 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:344 lb FT=20% • LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-5 oc purlins, except BOT CHORD 2x4 SP No.2*Except* end verticals. B2,B4:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 6-19 WEBS 1 Row at midpt 5-19,7-19,8-17,9-16,11-13 MiTek recommends that Stabilizers and required cross bracing • be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 23=499/0-5-8 (min.0-1-8),19=2103/0-3-8 (min.0-2-9),13=968/0-5-8 (min.0-1-8) Max Horz23=326(LC 11) Max Uplift23=-150(LC 12),19=-520(LC 12),13=-267(LC 12) Max Grav23=531(LC 21),19=2165(LC 17),13=1079(LC 18) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-24=-570/194,2-24=-501/210,2-3=-303/126,3-25=-247/147,4-25=-242/150,4-5=-419/271,5-6=0/427,6-26=0/429, 7-26=0/429,7-27=-389/336,27-28=-389/336,8-28=-389/336,8-29=-708/403,9-29=-786/378,9-10=-1165/450, 10-11=-1294/424,11-30=-220/144,12-30=-271/128,1-23=-491/212,12-13=-278/154 BOT CHORD 22-23=-293/358,21-22=-20/1,20-21=0/90,4-20=-358/243,20-31=-435/331,31-32=-435/331,19-32=-435/331,18-19=0/91 ,6-19=-249/165,17-18=-20/2,17-33=0/539,16-33=0/539,15-16=-141/834,15-34=-141/834,34-35=-141/834, 14-35=-141/834,13-14=-279/1042 WEBS 2-22=-126/107,20-22=-104/583,2-20=-412/227,5-20=-324/865,5-19=-843/272,17-19=-58/309,7-17=-188/692, 7-19=-1155/456,8-17=-755/176,8-16=-169/765,9-16=-653/294,9-14=-82/403,11-14=-231/205,1-22=-57/349, 11-13=-1222/296 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=45ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-7-10,Interior(1)4-7-10 to 15-3-0,Exterior(2)15-3-0 to 32-5-5,Interior(1)32-5-5 to 44-9-4 zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 150 lb uplift at joint 23,520 lb uplift at joint 19 and 267 lb uplift at joint 13. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Truss Truss Type Ply A0082604 8821 TO 729 Roof Special Girder 1 1 i�b Reference(optional) L _ l� ) _ Building Component Supply.Green Cove Springs,FL Run:7.620 s pppprr 30 2015 Print 7.620e Apr 30 2015 AhTek Industries,Inc.Tue Jan 1911:06:32 2016 Page 1 ID:F0p6ELx916x0g8baddDVnOynU ANKDv22bSRs6JEL tGdGBrAUBTS5xMd9P8LOztg7r 5-10-8 , ___ 13-5-13____ 19-2-10 22-3-0 25-0-4 30-8.7 _ 36-2-13 41-11-0 -_ 44-11:4 5-10-8 7-7-5 5-8-13 I 3-0-6 1 2-9-4 + 5-8-3 5-6-7 5-8-3 3-0.0 Scale=1:82.8 5x6= 2x4 11 4 7.00(12 '°i. 3 j 2x411 NAILED NAILED �. 5 5)(6 2x4 II : NAILED 3x6 NAILED NAILED 5 oy 2 T1'' r-- 6 7 NA ED NA ED 1 NA ED 11 �. - ..T q 4x5 _• 25_ ' _, 27 9 28 29 30 T4 31 :32" TS 12 4x5 c2 W3 W4 \\j/ \ 0 ;5.` r ° j w,21 W td `° '+' i 1 7 W2 B1'" __ ' 20 18 NAILED 17 NAILED 15 NAILED 14 13 I; 5.$(24� 23 22 33 34 3x8 19 35 36 16 37 38 39 40 41 400 @3# 3x5 0-3-8(0-Ark 197#/51 345-510-2-2)177 287# NAILED NAILED 3x6 NAILED NAILED NAILED NAILg -09 5-10-8 11-5-0 11.7-4 19-2-10 �__ 25-0.4 30-8-7 36-2-13 41-11-0 , 44-11-0 • 5-10-8 5-6-8 0-2-4 7-7-6 5-9-10 5-8-3 5-6-7 5-8-3 3-0-0 Plate Offsets(X,Y)- [2:0-1-12,0-1-8],[11:0-1-4,0-2-4],[13:0-2-12,0-1-8],[18:0-4-0,0-3-0],[21:0-2-12,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 1 Vert(LL) -0.16 20-21 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.31 20-21 >537 180 BCLL 0.0 * 1 Rep Stress Incr NO 1 WB 0.73 Horz(TL) -0.03 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 I (Matrix-M) Weight:296 lb FT=20% LUMBER- BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc puffins, except BOT CHORD 2x4 SP No.2`Except* end verticals. B2:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-3-9 oc bracing. WEBS 2x4 SP No.3 WEBS Web Brace:Length(member)6-0-4(4-21);7-6-11(4-20);4-0-4(8-18); OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 24=397/0-5-8 (min.0-1-8),21=888/0-3-8 (min.0-1-8),18=1770/0-5-8 (min.0-2-2),13=780/0-3-8 (min.0-1-8) Max Horz 24=-267(LC 6) Max Uplift24=-163(LC 8),21=-170(LC 25),18=-1287(LC 8),13=-699(LC 8) Max Grav24=400(LC 17),21=1197(LC 13),18=1775(LC 18),13=780(LC 18) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-383/209,2-3=-166/283,3-4=-102/290.4-5=-532/376,5-6=-454/225,6-7=-591/811,7-25=-591/811,25-26=-591/811, 8-26=-591/811,8-27=-725/819,27-28=-725/819,9-28=-725/819,9-29=-725/819,10-29=-725/819,10-30=-1234/1242, 30-31=-1234/1242,31-32=-1234/1242,11-32=-1234/1242,11-12=-834/775,1-24=-348/187,12-13=-760/679 BOT CHORD 23-24=-234/298,22-23=-106/281,21-22=-97/356,3-21=-251/149,21-33=-43/97,33-34=-43/97,20-34=-43/97, 19-20=-343/466,18-19=-343/466,18-35=-821/725,35-36=-821/725,17-36=-821/725,16-17=-1216/1234, 16-37=-1216/1234,15-37=-1216/1234,15-38=-634/682,38-39=-634/682,39-40=-634/682,14-40=-634/682,14-41=-19/23, 13-41=-19/23 WEBS 2-23=0/229,2-22=-476/187,4-21=-474/0,4-20=-201/535,5-20=-362/251,6-20=-395/582,6-18=-700/346,7-18=-337/228, 8-18=-1733/1584,8-17=-432/468,10-17=-578/488,10-15=-183/115,11-15=-656/624,11-14=-174/97,1-23=-89/234, 12-14=-676/730 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=45ft;eave=5f1;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);end vertical left and right exposed;porch right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 163 lb uplift at joint 24,170 lb uplift at joint 21,1287 lb uplift at joint 18 and 699 lb uplift at joint 13. 8)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 9)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Continued on page 2 -Job-- Truss :Truss Type -Qty :Ply ' A0062604' 8821TO 729 Roof Special Gilder - ROnID:FO 5 E 916 at 8bad Job Reference(optional) Building Component Supply,Green Cove Springs,FL Apr '7.620 s Apr 30 2015 Muck Industries,Inc.Tue Jan 19 11:06:32 2016 Page 2 p6 Lx x0g dDVnQyIfSU-VXgKDv22bSR56JEL_tGdGBrAUBTS5xMd9P8LOztg7r LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-60,4-6=-60,6-11=-60,11-12=-60,22-24=-20,13-21=-20 Concentrated Loads(lb) Vert:8=-19(B)17=-13(B)16=-13(B)25=-19(B)26=-19(B)28=-19(B)29=-19(B)30=-19(B)31=-19(B)32=-19(B)35=-13(B)36=-13(B)37=-13(B)38=-13(B)39=-13(B) 40=-13(B)41=-12(B) Job Truss Truss Type Qty Ply A0082605 8821 TO 730 Roof Special 1 1 Job Reference(optional)___ Building Component Supply.Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Jan 1911:06:32 2016 Page 1 ID:FOp6ELx916x0g8baddDVnQy1fSU-VXgKDv22bSRs6JEL_tGdGBr9CBgKS4AMd9P8LOztg7r 5-10-8 13-5-13 20-3-0 25-0-4 32-5-10 39-11.0 4411-0 I 5-10-8 7-7-5 { 6-9-3 4-9-4 7-5-6 75.6 I 5-0-0 Scale=1:82.8 5x6= 2x4 !1 4 1 7.00 12 3 .i' 23 A \T2� 24 516= 3x8 3x6- 2x4 5x8- ' 5 6 8 9 26 Tt :sir e T4 27 22 \ 25 \ 4x5 T5 o% 4x5 � 10 c9 1 W4 Y �Wr/ 10 t u,In 17 15 14 12 8151 t9 I 28 29 16 13 21 0-5-$(0- -811 20 0-g-8(�19 ate) 3x8 3 65.83 0 1-13) 3x6 0.3.80-1-8) 3 3x5 1212#/Tom/ 151257 6 437 4x5 5-10-8 11-5-0 11-7-4 20-3-0 1-_ 25-0-4 32-5-10 I 39-11-0 44-11-0 5-10-8 5-6-8 0-2-4 8-7-12 4-9-4 7-5-6 7-5-6 5-0-0 Plate Offsets(X,Y)- [2:0-1-12,0-1-8],[6:0-1-12,0-1-8],[9:0-6-0,0-2-4],[11:0-2-12,0-1-8],[14:0-2-12,0-1-8],[15:0-2-12,0-1-8],[18:0-2-12,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.2617-18 >645 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.5317-18 >312 180 BCLL 0.0 • Rep Stress Incr YES WB 0.78 Horz(TL) -0.02 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:287 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-11 oc purlins, except BOT CHORD 2x4 SP No.2"Except' end verticals. B2:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS Web Brace:Length(member)6-0-4(4-18);6-1-8(6-14); OTHERS 2x4 SP No.3 i MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. - REACTIONS. (lb/size) 21=369/0-5-8 (min.0-1-8),18=996/0-3-8 (min.0-1-8),15=1508/0-5-8 (min.0-1-13),11=696/0-3-8 (min.0-1-8) Max Horz 21=-267(LC 10) Max Uplift21=-158(LC 12),18=-112(LC 12),15=-789(LC 12),11=-437(LC 12) Max Grav21=380(LC 21),18=1212(LC 17),15=1512(LC 22),11=696(LC 22) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-22=-394/235,2-22=-342/251,2-23=-1351229,3-23=-101/338,3-4=-172/308,4-24=-370/199,5-24=404/177,5-6=-225/69 ,6-7=-707/784,7-8=-707/784,8-25=-707/784,9-25=-707/784,9-26=-658/756,26-27=-795/754,10-27=-806/731, 1-21=-380/240,10-11=-656/600 BOT CHORD 20-21=-235/298,19-20=-119/282,18-19=-107/382,3-18=-234/165,18-28=-82/92,28-29=-82/92,17-29=-82/92, 16-17=434/350,15-16=-434/350,14-15=-434/350,13-14=-605/636,12-13=-605/636,11-12=-84/92 WEBS 2-20=0/240,2-19=-522/203,4-18=-474/0,4-17=0/294,5-17=-476/282,6-17=-292/692,6-15=-1402/928,6-14=-1110/1244, 8-14=-490/298,9-14=-124/82,9-12=-114/146,1-20=-97/212,10-12=-535/592 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=45ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-7-10,Interior(1)4-7-10 to 13-5-13,Exterior(2)13-5-13 to 17-11-11,Interior(1)20-3-0 to 44-9-4 zone;end vertical left and right exposed;porch right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 158 lb uplift at joint 21,112 lb uplift at joint 18,789 lb uplift at joint 15 and 437 lb uplift at joint 11. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0 i. Job Truss !Truss Type 'Qty I Ply I ' A0081808 882110 T31 Roof Special 1 1 1 Job Reference(optional) Building Component Supply.Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 k6Tek Industries,Inc.Tue Jan 19 11:06:33 2016 Paappee 1 I D:FOp6ELx916x0g8 baddDVnQytfSU-zkEi RF3gMmZjjTpXXbnsoONJvb5?BYgVsp9htgztg7q 5.10-8 13-5-13 18.3-0 25-0-4 31-5-10 37-11.0 4411-0 5-10-8 7-7-5 4-9-3 l 6-9-4 6-5-6 6-5-6 7-0-0 Scale=1:83.3 5x6= 2x4 ! 4 2x4 II ' 7.00.12 3 i „ '' 5x6- 3x8 3x6-- 5x8 23 \\ 5 6 a 9 24 7 25 26 27 rn 2 T1 WS �� m 22 B2 / �\ �r7°� T5 28 4x5 c� / r 10 4x5 VJ7 8 <S ■CD 1 - Y117 ��:,1 $18 I5> W W2 B1,�: 17 15 14 12 g11I 0-5-8(2 1-8 20 0-3-8(0-108)29 30 3x8 315-8 0-1-12) 3xB=13 4x5 0 3 8(x$1 6) 3938✓t442,i 3x5 11631/-158# 1488 j 747# 3x6= 7uwn-449# 4x5 5-10-8 11-5-0 11.7.4 18-3-0 25-0-4 3.1-5-10 37-11-0 44-11-0 ' 5-10.8 5-6-8 0-24 6-7-12 6-9-4 6-5-6 6-5-6 -_ 7-0-0 Plate Offsets(X,Y)- [2:0-1-12,0-1-8],[9:0-6-0,0-2-4],[10:Edge,0-1-12],[11:0-2-12,0-1-8],[15:0-2-12,0-1-8],-[18:0-2-12,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. • DEFL in (loc) /deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.11 17-18 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.20 17-18 >826 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 I Horz(TL) -0.02 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:307 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc purlins, except BOT CHORD 2x4 SP No.2'Except' end verticals. B2:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS Web Brace:Length(member)6-0-4(4-18);5-11-5(6-14);5-9-15 OTHERS 2x4 SP No.3 (9-14); MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 21=378/0-5-8 (min.0-1-8),18=999/0-3-8 (min.0-1-8),15=1485/0-5-8 (min.0-1-12),11=708/0-3-8 (min.0-1-8) Max Horz 21=-267(LC 10) Max Uplift2l=-142(LC 12),18=-158(LC 12),15=-747(LC 12),11=-449(LC 12) Max Grav21=393(LC 21),18=1163(LC 17),15=1488(LC 22),11=709(LC 22) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-22=-406/210,2-22=-354/226,2-23=-157/199,3-23=-109/291,3-4=-209/297,4-5=-456/294,5-24=-304/165, 6-24=-304/165,6-7=-493/613,7-8=-493/613,8-25=493/613,25-26=-493/613,9-26=493/613,9-27=-668/722, 27-28=-700/704,10-28=-804/699,1-21=-389/223,10-11=-644/556 BOT CHORD 20-21=-234/298,19-20=-98/293,18-19=-108/378,3-18=-269/196,18-29=-79/115,29-30=-79/115,17-30=-79/115, 16-17=-298/273,15-16=-298/273,14-15=-298/273,13-14=-543/606,12-13=-543/606,11-12=-176/182 WEBS 2-20=0/233,2-19=-518/207,4-18=-438/0,4-17=-97/393,5-17=474/344,6-17=-255/518,6-15=-1351/943,6-14=-872/945, 8-14=-389/237,9-14=-189/127,9-12=-192/222,1-20=-75/228,10-12=-368/464 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10:Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=45ft;eave=5ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-7-10,Interior(1)4-7-10 to 13-5-13,Exterior(2)13-5-13 to 42-4-14,Interior(1)42-4-14 to 44-9-4 zone;end vertical left and right exposed;porch right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 142 lb uplift at joint 21,158 lb uplift at joint 18,747 lb uplift at joint 15 and 449 lb uplift at joint 11. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 'Job ;Truss Truss Type 'Qty Ply ' A0082607 1882110 'T32 Roof Special 1 1 Job Reference(optional' Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Jan 1911:06:33 2016 Page 1 ID:FOp6ELx916x0g8baddDVnQyIfSU-zkEiRF3gMmZpTp)0bnsoONLZb_HBYxVsp9htgztq 7q 5-10-8 13-5-13 16-3-0 22-9-11 29-4-5 35-11-0 40-3-4 _ 44-11-0 i 5-10-8 7-7-5 2-9-3 - 6-6-11 6-6-10 6-6-11 4-4-4 4-7-12 Scale=1:82.8 5x6= 2x4 I1 4 6x6= 3x6 5x6 • 7.0012 3 ice, g 23 \5 T31, = -8,: T4 24 25 7 26 27 \�\ 4x5 :�, 10 rn 2 T1 ;=' j' 2x4 II O1 a �� NB V118\ \ 11 F 4x5 ��(( W� ` z 11 W -r.�`1 1 (E ) 0-3-7(0-A260 28 29 17 30 16 15 ) 31 32 14 13 72 413AW 34# 3 50 1049# 157 3x8 3 S�ZOaM 3x6__ 3x8 677 37# 4x5 5-10-8 11-5-0 11-7-4 16-3-0 25-0-4 35-11-0 44-11-0 • 5-10-8 • 5-6.8 0-2.4 4-7-12 8-9-4 10-10-12 - 9-0-0 ---- Plate Offsets(X,Y)-- [2:0-1-12,0-1-8],[9:0-3-0,0-1-12],[12:0-3-0,0-2-12],[15:0-3-0,0-2-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.4513-15 >525 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.6713-15 >353 180 BCLL 0.0 • Rep Stress Incr YES WB 0.74 Horz(TL) -0.02 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:303 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2'Except' end verticals. B2:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS Web Brace:Length(member)6-0-4(4-18);5-6-10(8-15); OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 21=403/0-5-8 (min.0-1-8),18=906/0-3-7 (min.0-1-8),15=1585/0-5-8 (min.0-1-14),12=675/0-3-8 (min.0-1-8) Max Horz 21=-267(LC 10) Max Uplift21=-134(LC 12),18=-157(LC 12),15=-770(LC 12),12=-437(LC 12) Max Grav21=413(LC 21),18=1049(LC 17),15=1600(LC 24),12=677(LC 22) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-22=-439/188,2-22=-387/204,2-23=-191/175,3-23=-148/222,3-4=-262/286,4-5=-402/251,5-24=-290/160, 6-24=-290/160,6-25=-94/329,7-25=-94/329,7-8=-94/329,8-26=-478/652,26-27=-478/652,9-27=478/652,9-10=-626/693 ,10-11=-182/210,1-21=412/207,11-12=-198/169 BOT CHORD 20-21=-233/299,19-20=-85/325,18-19=-110/373,3-18=-296/213,18-28=-69/140,28-29=-69/140,17-29=-69/140, 17-30=-198/218,16-30=-198/218,15-16=-198/218,15-31=-111/165,31-32=-111/165,14-32=-111/165,13-14=-111/165, 12-13=-511/578 WEBS 2-20=0/221,2-19=-509/208,4-18=-381/0,4-17=-75/375,5-17=-389/286,6-17=-130/349,6-15=-687/357,8-15=-882/711, 8-13=-467/449,9-13=-160/125,10-13=-246/130,1-20=-56/271,10-12=-654/516 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=45ft;eave=5ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-7-10,Interior(1)4-7-10 to 13-5-13,Exterior(2)13-5-13 to 40-4-10,Interior(1)40-4-10 to 44-9-4 zone;end vertical left and right exposed;porch right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 134 lb uplift at joint 21,157 lb uplift at joint 18,770 lb uplift at joint 15 and 437 lb uplift at joint 12. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss :Truss Type I Qty :Ply '_ ■ I A0082608 8821T0 733 Hip ,1 1 Job Reference(optional) Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 PriTek Industries,Inc.Tue Jan 19 11:06:34 2016 Page 1 ID:FOp6ELx9I6x0g8baddDVnQylf SU-Rwo4eb3174haLdNk5l15LrwUi 7P2w0xf5TuEQGztg7p 5-10-8 12-8-9 19-2-10 26-6-13 , 33-11-0 39-3-4 44-11-0 i 5-10-8 • 6-10-1 6-6-1 7-4-3 7-4-3 5-4-4 5-7-12 Scale=1:79.8 5x6 3x6 5x6 2x4 4 T2...5 24 6 7 257326 27 8 7.00[12 3 Ii, - - '�- -- ri \\W9 T4 28 r, 22 1 W� W7 W 1.1 !� `7 22 B2 //1' / 4x5 ai 4x5 WS '' Wf W2 W4 I. B3 `'h. = 1 Q •r Bh _ 16 I17 14 12 11 9 4 • 29 30 31 16 15 32 33 13 x(21 20 19 3x8 - 4x5 3x5 i I 87511X�198t! 4x10 2x4 3t-5-8(0-2-8) 3x6 - 637##/a-009# 5x8 5-10-8 11-5-0 19-2-10 25-0-4 33-11-0 39-3-4 44-11-0 5-10-8 5-6-8 7-9-10 5-9-10 8-10-12 5-4-4 5-7-12 Plate Offsets(X,Y)-- [2:0-1-12,0-1-8],[4:0-3-0,0-1-12],[8:0-3-0,0-1-12],[9:0-1-12,0-1-8],[11:04-12,0-1-81,[15:0-3-0,0-2-14[18:0-2-12,02-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.23 14-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.37 14-15 >646 180 BCLL 0.0 • Rep Stress Incr YES WB 0.70 Horz(TL) 0.03 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:329 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-11 oc purlins, except BOT CHORD 2x4 SP No.2*Except' end verticals. B2:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-15 OTHERS 2x4 SP No.3 Web Brace:Length(member)7-8-10(4-17);5-6-2(7-15);8-2-4(7-14); MiTek recommends that Stabilizers and required cross bracing ' be installed during truss erection,in accordance with Stabilizer Installation gu ide. REACTIONS. (lb/size) 21=846/0-5-8 (min.0-1-8),15=2121/0-5-8 (min.0-2-8),11=603/0-3-8 (min.0-1-8) Max Horz 21=-255(LC 10) Max Uplift2l=-198(LC 12),15=-891(LC 12),11=-409(LC 12) Max Grav21=875(LC 17),15=2131(LC 2),11=637(LC 22) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-22=-1058/279,2-22=-928/295,2-23=-967/282,3-23=-954/309,3-4=-937/392,4-5=-331/171,5-24=-114/465, 6-24=-114/465,6-25=-114/465,7-25=-114/465,746=-323/515,26-27=-323/515,847=-323/515,8-9=-447/527, 948=-568/669,10-28=-718/653,1-21=-821/271,10-11=-582/506 BOT CHORD 20-21=-219/294,1940=-83/0,18-19=0/93,3-18=-259/192,18-29=-51/741,29-30=-51/741,17-30=-51/741,17-31=0/400, 16-31=0/400,15-16=0/400,15-32=411/271,32-33=411/271,14-33=-411/271,13-14=-500/556,12-13=-500/556, 11-12=-109/97 WEBS 2-20=-239/132,2-18=-295/173,4-18=-278/703,4-17=-526/256,5-17=-76/659,5-15=-1289/410,7-15=-1045/792, 7-14=-646/752,8-14=-232/6,9-14=-417/368,9-12=-90/127,1-20=-135/764,10-12=-412/487,18-20=-233/1061 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=45ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-7-10,Interior(1)4-7-10 to 12-8-9,Exterior(2)12-8-9 to 40-3-4,Interior(1)40-3-4 to 44-9-4 zone;end vertical left and right exposed;porch right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 198 lb uplift at joint 21,891 lb uplift at joint 15 and 409 lb uplift at joint 11. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard [Job ;Truss -Truss Type Qty Ply e A00826091 882170 734 Hip 1 1 Job Reference(optional) Building Component Supply.Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 M14Tek Industries,Inc.Tue Jan 1911:06:34 2016 Page 1 ID:FOp6ELx916x0g8baddDVnWSU-Rwo4eb3174haLdNk5115LcwUH7RGwy?f5TuEQGztg7p 7-6-1 14-8-9 18-9-8 25-4-8 31-11-0 38-3-4 44-11-0__ --I 7-6-1 7-2-9 4.0-15 6-7-0 6-6-8 6-4-4 6-7-12 Scale=1:81.2 2x4 II 7.00112 6x6 3x6= 3x4= 6x6 4 5 6 24 7 8 3x6 T3- ._..��.=.4 : 3x4 3 � 3x4. r' 9 2 23 •c t 25 r? 0 22 I 8 4x5 d T1 10.. 4x5 \W4 �,I / //11111105 11 Ir4 rs r. \ in -.B1. . ._. 2 11 W2 B1 . - '=1:12W7 --, •' 15 13 12 11 1•- 55-x�((21� ..gg)) 20 26 19 18 ..8g((1Q77 -9�g)) 27 3x4 28 3 = 3x5 568# 25# 3x5 3x6 3x8 21 3x4 3x4= 6x8 -- 7-6-1 14-8-9 18.9-818-11-12 25-4-8 31-11-0 38-3-4 44-11-0 _, 7-6-1 7-2-9 4-0-15 0-2-4_ 6-4-12 6-6-8 i 6-4-4 - 6-7-12 Plate Offsets(X,Y)-- [1:0-2-4,0-1-12],[2:0-1-12,0-1-8),[4:0-1-8,0-2-4),[8:0-1-8,0-2-4].[9:0-1-12,0-1-8),[10:0-2-4,0-2-0],[12:0-2-4,0-1-8],[16:0-2-12,0-2-12],[20:0-2-0,0-1-8), [21:0-1-12,0-1-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.07 20-21 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.17 20-21 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.95 Horz(TL) 0.03 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) i Weight:308 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc purlins, except BOT CHORD 2x4 SP No.2*Except* end verticals. B3:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing:17-18. OTHERS 2x4 SP No.3 T-Brace: 2x4 SP No.3-5-16 WEBS T-Brace: 2x4 SP No.3-2-18,4-16,7-16,8-15,9-13 Fasten(2X) T and I braces to narrow edge of web with 10d(0.131"x3") nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. MiTek recommends that Stabilizers and required cross bracing , be installed during truss erection,in accordance with Stabilizer � Installation guide. REACTIONS. (lb/size) 21=534/0-5-8 (min.0-1-8),16=2137/0-3-8 (min.0-2-9),11=899/0-5-8 (min.0-1-8) Max Horz 21=-289(LC 10) Max Uplift2l=-125(LC 12),16=-586(LC 12),11=-226(LC 12) Max Grav21=568(LC 21),16=2164(LC 17),11=943(LC 18) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-22=-606/142,2-22=-464/163,2-23=-126/93,3-23=-118/93,3-4=-84/165,4-5=0/416,5-6=0/413,6-24=0/413,7-24=0/413, 7-8=-407/279,8-9=-862/357,9-25=-1017/363,10-25=-1164/343,1-21=-502/191,10-11=-881/307 BOT CHORD 20-21=-241/357,20-26=-111/577,19-26=-111/577,18-19=-111/577,17-18=-82/0,16-17=0/42,5-16=-342/223, 16-27=-26/384,15-27=-26/384,15-28=-52/620,14-28=-52/620,13-14=-52/620,12-13=-229/912,11-12=-75/142 WEBS 2-20=0/287,2-18=-710/319,4-18=-179/585,16-18=-153/238,4-16=-914/363,7-16=-1270/423,7-15=-60/645, 8-15=-477/165,8-13=-92/456,9-13=-526/247,9-12=-29/162,1-20=0/316,10-12=-169/816 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=45ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-7-10,Interior(1)4-7-10 to 14-8-9,Exterior(2)14-8-9 to 38-3-4,Interior(1)38-3-4 to 44-9-4 zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 125 lb uplift at joint 21,586 lb uplift at joint 16 and 226 lb uplift at joint 11. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard iTruss Truss Type - - IQ yt-- ;Ply .A0062610 662170 ',735 Hip _. - Pri 1 1 Job Reference(optional) Building Component Supply,Green Cove Springs.FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries.Inc.Tue Jan 19 11:06:35 2016 Page 1 I D:FOp6ELx916x0g8badd DVnOyIfSU-v6M Srx4wtNpRznywfOpKupTfcPhxfRHoK7eoyjztg7o 5-9-3 11-2-14 16-8-9 24-4-8 i 29-11-0 37-3-4 i 44-11-0 • 5-9-3 5-5-11 5-5-11 7-7-15 5-6-8 7-4-4 7-7-12 Scale=1:78.9 5x6 2x4 'I 5x8-- 7.00'12 5 6 23 24 7 25 26 8 Li d I 3x6 ___>_,..- --'2 22 Ja W2 ---- -_ Fr;1. T h W 6t .__ B2 : 16 15 13 12 4 20 29 19 30 18 31 32 14 33 3x6 4x5= 0-5-8(0-1-8) 3x6 0-3.8(0-` ') 0-5-8(0-1-8)#! 1 8) 762#/-251) 18$1372# 9-6-12 18-9-8 18-11-12 24-4-8__-__+_ 29-11-0 37-3-4 44-11-0 9-6-12 9-2-12 044 5-4-12 5-6-8 7.4-4 7-7-12 Plate Offsets(X,Y)- [5:0-3-0,0-1-12],[8:0-6-0,0-2-4],[10:0-1-12,0-1-81,[11:Edge,0-1-12],[17:0-3-0,0-2-8),[21:0-1-8,0-1-8] I I LOADING(psf) SPACING- 2-0-0 i CSI. 1 DEFL in (loc) 1/deft Ud 1 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 I Vert(LL) -0.25 18-20 >901 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 1 Vert(TL) -0.45 18-20 >493 180 BCLL 0.0 • Rep Stress Incr YES WB 0.82 Horz(TL) -0.04 17 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:316 lb FT=20% • LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purtins, except BOT CHORD 2x4 SP No.2*Except* end verticals. B3:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: WEBS 2x4 SP No.3 T-Brace: 2x4 SP No.3-6-17 OTHERS 2x4 SP No.3 WEBS T-Brace: 2x4 SP No.3-4-18,5-18,7-17,8-16,10-15 Fasten(2X) T and I braces to narrow edge of web with 10d(0.131"x3") nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17=1762/0-3-8 (min.0-2-4),21=750/0-5-8 (min.0-1-8),12=1052/0-5-8 (min.0-1-8) Max Horz21=-322(LC 10) Max Upliftl7=-372(LC 12),21=-251(LC 12),12=-316(LC 12) Max Grav17=1887(LC 17),21=762(LC 21),12=1161(LC 18) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-22=-270/116,2-22=-220/132,2-3=-899/380,3-4=-848/406,4-5=-411/341,5-6=-390/353,6-23=-382/349,23-24=-382/349 ,24-25=-382/349,7-25=-382/349,7-26=-727/477,8-26=-727/477,8-9=-974/509,9-27=-1054/485,10-27=-1079/475, 10-28=-1336/510,11-28=-1506/488,1-21=-275/147,11-12=-1095/395 BOT CHORD 20-21=-290/870,20-29=-155/626,19-29=-155/626,19-30=-155/626,18-30=-155/626,17-18=-156/774,6-17=-289/194, 17-31=-85/582,16-31=-85/582,16-32=-124/757,15-32=-124/757,14-15=-327/1174,14-33=-327/1174,13-33=-327/1174, 12-13=-93/183 WEBS 2-20=-270/202,4-20=-52/483,4-18=-716/309,5-18=-138/86,7-17=-1016/282,7-16=-8/587,8-16=-436/86,8-15=-104/547, 10-15=-613/271,10-13=-0/205,2-21=-785/305,11-13=-270/1056 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=45ft;eave=5ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-7-10,Interior(1)4-7-10 to 16-8-9,Exterior(2)16-8-9 to 36-3-4,Interior(1)36-3-4 to 44-9-4 zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 372 lb uplift at joint 17,251 lb uplift at joint 21 and 316 lb uplift at joint 12. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S) Standard Job Truss Truss Type Qt :Ply , •a A0062617 8821T0 T36 'Piggyback Base 1 I 1 I ;Job Reference(optional)__ Building Component Supply.Green Cove Springs.FL Run:7.620$Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Jan 19 11:06:35 2016 Net' 1D:FOp6ELx916x0g8baddDVn QyIfSU-v6MSrx4wtN pRznywfOpKu pTe7PhwfSyoK7eoyjztg7o 5-10-12 11-5-15 17-1-3 24-2-3 29-6-6 37-0-15 44-11-0 i J 5-10-12 5-7-3 5-7-4 7-1-0 5-4-3 - 7-6-9 7-10-1 Scale=1:77.7 3x6 2x4 I 5x8 7.00 12 5 6 24 257 26 8 / n M-, ] �/ I 3x6 -- 39.6„ 3234 / .4i- 27 ee ..1/',,‘ ''', 4x5 g v, A� B3 W7 W7 28 2 '.W5 W9 '- 22 t} \ 4x5.:. 4 \\� yy10 v0 1 W2 W3 // / TWi ll� \ Ci _ 1F_ 61 - 62 - 16 15 13 12 0-5-8(0-1-8)) 20 29 19 30 ((18 ++��jj 31 32 14 33 4x5_ ( ) 3#/210# 3x6 934x, 4838# 1127X-288#1 9-6-12 18-9-8 _ 18-11-12 24-2-3 29-6-6 37-0-15 4.4-11-0 9-6-12 9-2-12 0.2.4 5.2.7 I 5-4-3 _- 7-6-9 7-10-1 Plate Offsets(X,Y)- [5:0-3-0,0-1-12],[8:0-6-0,0-2-4],[10:0-1-12,0-1-8],[11:Edge 0-1-12],[17:0-3-0,0-2.4],[18 0-2-0,0-2-0],[21:0-1-8,0-1-8]-- - LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.29 18-20 >775 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.49 18-20 >449 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(TL) 0.05 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:303 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc puffins, except BOT CHORD 2x4 SP No.2'Except' end verticals. B3:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 6-17 WEBS 1 Row at midpt 4-18,7-17,8-16,10-15 MiTek recommends that Stabilizers and required cross bracing IIL be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17=1801/0-3-8 (min.0-2-4),21=731/0-5-8 (min.0-1-8),12=1038/0-5-8 (min.0-1-8) Max Horz 21=-269(LC 10) Max Upliftl7=-438(LC 12),21=-210(LC 12),12=-288(LC 12) Max Grav17=1931(LC 17),21=743(LC 21),12=1127(LC 18) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-22=-249/117,2-22=-198/132,2-3=-792/302,3-23=-742/324,4-23=-740/328,4-5=-275/257,5-6=-266/283,6-24=-260/280 ,24-25=-260/280,7-25=-260/280,7-26=-616/416,8-26=-616/416,8-9=-886/461,9-27=-964/429,10-27=-995/426, 10-28=-1276/465,11-28=-1451/443,1-21=-268/158,11-12=-1060/387 BOT CHORD 20-21=-243/837,20-29=-107/580,19-29=-107/580,19-30=-107/580,18-30=-107/580,17-18=-192/670,6-17=-397/142, 17-31=-30/522,16-31=-30/522,16-32=-75/695,15-32=-75/695,14-15=-294/1159,14-33=-294/1159,13-33=-294/1159, 12-13=-82/174 WEBS 2-20=-283/225,4-20=-74/491,4-18=-735/314,7-17=-1049/300,7-16=-48/648,8-16=-506/131,8-15=-111/565, 10-15=-645/284,10-13=0/224,2-21=-701/225,11-13=-241/1017 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=45ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-7-10,Interior(1)4-7-10 to 17-1-3,Exterior(2)17-1-3 to 35-10-10,Interior(1)35-10-10 to 44-9-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 438 lb uplift at joint 17,210 lb uplift at joint 21 and 288 lb uplift at joint 12. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 'Truss-Type Y 0 _ _� A0082612 8821T0 1T37� Piggyback YPe 1 1 Pi ad Base ;Job Reference(optional) j Building Component Supply,Green Cove Springs,FL Run:7.820 s Apr 30 16x Print 7.620 s Apr 30 2015 r3H5Industries, Dj Tue Jan 1911:06:36 2016 Page 1 ID:FOp6ELx916xOg8baddDVnOyIfSU-NJvr 3H5YehxlaxX6DjKZ017pIp190vvxYnNLU9ztg7n 5-10-12 . 11-5-15 17-1-3. I 24-2-3 _ 29-6-6 37-0-15 44-11.0___ 5-10-12 5-7-3 5-7-4 7-1-0 5-4-3 7-6-9 { 7-10-1 Scale=1:77.7 3x6 2x4 I 5x8= 7.00 12 5 6 24 257 26 8 tf3-t - rI-_ _ \ 3x8 I 3x6 T2 - 9 4 �\27 3 23 _ � _ 10 4x5 \ 28 16 .n 2 \��.WS VY7 W7 ''f t� I� �� 4x5 22 T4. .t. \\ \ 4e 1 M '4 11 .1, \\ 14 :i,. 61 82 - 18 15 13 12 21 20 29 19 30 18a` 31 32 14 33 4x5_ ( ) 0-5-8(0-1-8)43#1 225# 3x6 193.8146415# - 734#/297# 9-6-12 18-9-8 18-11-12 24-2-3 29-6-6 I 37-0-15 44-11-0 { 9-6-12 9-2-12 0-2-4 5-2-7 - 5-4-3 7-6-9 7-10-1 Plate Offsets(X,Y)-- [5:0-3-0,0-1-12],[8:0-6-0,0-2-41,[10:0-1-12,0-1-8],[11:Edge,0-1-12J,[17:0-3-0 0-2-4],[18:0-2-0,0-2-0],[21:0-1-8,0-1-8] 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.29 18-20 >775 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.49 18-20 >449 180 BCLL 0.0 • Rep Stress lncr YES WB 0.73 Horz(TL) 0.05 12 n/a n/a BCDL 10.0 Code FBC2014/1PI2007 (Matrix-M) Weight:303 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins, except BOT CHORD 2x4 SP No.2'Except' end verticals. B3:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 6-17 WEBS 1 Row at midpt 4-18,7-17,8-16.10-15 I MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17=1801/0-3-8 (min.0-2-5),21=731/0-5-8 (min.0-1-8),12=1038/0-5-8 (min.0-1-8) Max Horz 21=-328(LC 10) Max Upliftl7=-415(LC 12),21=-225(LC 12),12=-297(LC 12) Max Grav17=1938(LC 17),21=743(LC 21),12=1134(LC 18) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-22=-276/121,2-22=-225/136,2-3=-819/333,3-23=-769/355,4-23=-767/358,4-5=-306/282,5-6=-293/295,6-24=-287/291 ,24-25=-287/291,7-25=-287/291,7-26=-638/429,8-26=-638/429,8-9=-900/466,9-27=-979/440,10-27=-1009/432, 10-28=-1292/475,11-28=-1466/452,1-21=-281/150,11-12=-1067/381 BOT CHORD 20-21=-263/846,20-29=-122/586,19-29=-122/586,19-30=-122/586,18-30=-122/586,17-18=-196/672,6-17=-397/129, 17-31=-45/528,16-31=45/528,16-32=-92/706,15-32=-92/706,14-15=-305/1137,14-33=-305/1137,13-33=-305/1137, 12-13=-96/191 WEBS 2-20=-290/219,4-20=-70/493,4-18=-739/318,7-17=-1042/292,7-16=-34/639,8-16=-498/119,8-15=-112/566, 10-15=-646/284,10-13=0/224,2-21=-727/252,11-13=-234/1012 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=45ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-7-10,Interior(1)4-7-10 to 17-1-3,Exterior(2)17-1-3 to 35-10-10,Interior(1)35-10-10 to 44-9-4 zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 415 lb uplift at joint 17,225 lb uplift at joint 21 and 297 lb uplift at joint 12. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard •Truss Type lacy -[Ply A0082613 1882170 1738 Piggyback Base 1 1 Job Reference(optional) Building Component Supply.Green Cove Springs.Fl- _- - Run:7.620 a Apr 30 2015 Print 7.820 s Apr 30 2015 Wok industries,inc.Tim Jan 1911:08:36 2016 Page 1 ID:FOp6ELx916x0g8baddDVnOyIfSU-NJvr3H5YehxlaxX6Djf¢014pIp190vCuYnNLU9- 7n 5-10-12 11-5-15 17-1-3 24-2-3_-- _--.--29.6-6 -- --__-- 37-0-15_ -44-11-0 ---I 5-10-12 5-7-3 5.7.4 7-1-0 5-4-3 7-6-9 7-10-1 Scale=1:77.7 3x6 2x4 5x8 - 7.00[12 5 6 24 257 26 8 / , _ -- _ at��\T4 3x6 \ . 3x6 T2 9 3234 X27 10 /ice \ '3-A ------------1.4,, 17. r 4x5 - // �� ' .. 28 '0 2 �.WS / 4x5 22 Z} 1. WI 1 W2 rrt11.1111111 1; i 7 is B1 ." =B2__--4: 16 75 t3 12 9 20 29 19 30 18 31 32 14 33 4x5 743##S 210# 3x6 934g6433 3x6 11127#/2188# 9-6-12 18-9-8 18-11-12. 24-2-3 29-6-6 _ 37-0-15 44-11-0 9-6-12 9-2-12 0-2-4 5-2-7 5-4-3 7-6-9 7-10-1 Plate Offsets(X,Y)-- [5:0-3-0,0-1-12],[8:0-6-0,0-2-4],[10:0-1-12,0-1-8],[11:Edge,0-1-12],[17:0-3-0,0-2-4],[18:0-2-0,0-2-0],[21:0-1-8,0-1-8] 1 LOADING(psf) 1 SPACING- 2-0-0 I CSI. I DEFL in (loc) I/deft Ud I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 1 TC 0.73 Vert(LL) -0.2918-20 >775 240 1 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 1 BC 0.85 Vert(TL) -0.49 18-20 >449 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(TL) 0.05 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:303 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins, except BOT CHORD 2x4 SP No.2*Except* end verticals. B3:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 6-17 WEBS 1 Row at midpt 4-18,7-17,8-16,10-15 ( MiTek recommends that Stabilizers and required cross bracing Il be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17=1801/0-3-8 (min.0-2-4),21=731/0-5-8 (min.0-1-8),12=1038/0-5-8 (min.0-1-8) Max Horz 21=-269(LC 10) Max Upliftl7=-438(LC 12),21=-210(LC 12),12=-288(LC 12) Max Grav17=1931(LC 17),21=743(LC 21),12=1127(LC 18) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-22=-249/117,2-22=-198/132,2-3=-792/302,3-23=-742/324,4-23=-740/328,4-5=-275/257,5.6=-266/283,6-24=-260/280 ,24-25=-260/280,7-25=-260/280,7-26=-616/416,8-26=-616/416,8-9=-886/461,9-27=-964/429,10-27=-995/426, 10-28=-1276/465,11-28=-1451/443,1-21=-268/158,11-12=-1060/387 BOT CHORD 20-21=-243/837,20-29=-107/580,19-29=-107/580,19-30=-107/580,18-30=-107/580,17-18=-192/670,6-17=-397/142, 17-31=-30/522,16-31=-30/522.16-32=-75/695,15-32=-75/695,14-15=-294/1159,14-33=-294/1159,13-33=-294/1159, 12-13=-82/174 WEBS 2-20=-283/225,4-20=-74/491,4-18=-735/314,7-17=-1049/300,7-16=-48/648,8-16=-506/131,8-15=-111/565, 10-15=-645/284,10-13=0/224,2-21=-701/225,11-13=-241/1017 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=45ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-7-10,Interior(1)4-7-10 to 17-1-3,Exterior(2)17-1-3 to 35-10-10,Interior(1)35-10-10 to 44-9-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 1 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 438 lb uplift at joint 17,210 lb uplift at joint 21 and 288 lb uplift at joint 12. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 229603 meow or wzows.r. , > • CERA:43 wErs • I 1110-107.13 Tw wo WALI.8 WALLS 606 S • MLA IV vam LIMO aou. •7197,2 inivs...,vu SOLOS 49000 1114600 7301101 6046x0 60640 70003 12-00-00 614300 3460 1 limit_ �iiiih • 7°64° 1Ifl1 ' !;" a `rw'r r�,l FRO 11 , , ., r . r .�_: _ iF"„ , , B , AT EI. }} III ,. — 6CP-0seX6 1 1 71 , 1 .II1111III�I I 1 MIIIIIIIIICITNI , ■1iFI o..E. .BObI. 29000 :; II II r A did $ 8 $ $ $ 4 -/ / /-._ / 1/ $ 2A000 ' . gz I : It 8 $ � ga 8- $ ° c " � = " _ ? s 7 .- 7 34 4 4 4 4 4 4 §' 7 t s ., `r s s� c : = . a ? l7 L Y $ aosas - 6:4646 BCS BUILDING COMPONENT SUPPLY, INC. 4627 JP HALL BLVD. SUITE 208 GREEN COVE SPRINGS, FL 32043 1 0: 904.297.9390 F: 904.529. 1 406 BEARING HEIGHTS 91- 1 1 /811 ///// 1 0'- 1 1 /8" 1 21- 1 1 /811 —�r��:�:�:� // //� 201 - 71I / 20' - 3" SECOND FLOOR LAYOUT S GALE: 3/ 1 6" = 1 10" THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing.The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure.The design of the truss support structure including headers, beams,walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult"Bracing of Wood $ Trusses"available from the Truss Plate F Institute, 583 D'Onifrio Drive; Madison, WI 53179. ATTENTION. Refer to truss layout and engineering documents that arrive with delivered field trusses. Unless noted otherwise, all beams are ■ by others. REVISION DATE CHECKED BY 00/00/1 5 I s 3 CLIENT TOLL BROTHERS 8 SUBDIVISION ATLANTIC BEACH gy HERITAGE MODEL ANASTASIA Floor Truss Connector List J Roof Truss Connector List 1 u -Manui Product Oty Manuf Product Qty USP JUS24 1 USP JUS24 3 USP MSH422 2 LISP THD26 4 ELEVATION COASTAL USP USP TTHD64 1 FIRST FLOOR LAYOUT USP THD26-2 3 DRAWN BY USP THD46 15 SCALE: 3 3/ 1 1 6" = 1 I O i i LOT # LISP THDH26-3 1 RAS LISP THDH28-3 1 -- ---- DATE Products 050 ❑ 1 1 8/20 1 6 ID Length Producl Plies Net Qty 1 22�9-12 1.73/4"x 18`VERSA•LAM®2.0 3I Cr'SP 4 4 REF # 8821 Building Component Supply, Inc. B C S 4627 J.P. Hall Blvd. Suite 208 Green Cove Springs, FL 32043 8UIUDING CCMPONCNT SJPPLT,INC. Tel: (904) 297-9390 Re : 8821 TO Date: 01/19/16 Site Information: Project Customer:Toll Brothers Model Name :Anastasia Lot/Block: 050 Subdivision :Atlantic Beach Elevation :Coastal Site Address: Atlantic Beach St: FL Zip: Name Address and License # of Structural Engineer of Record, If there is one, for this building. Name: Lou Pontigo&Assoc. -Lou Pontigo P.E. License#: 53311 Address: 420 Osceola Avenue , Jacksonville Beach, FL 32250 General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: 7.62 Apr 30 2015 Roof Load: 40.0 psf Floor Load: 55.0 psf Wind Code: MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Wind Speed: 130 mph This package includes 79 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# I No. Date Truss ID# Seal# 58 12/22/15 T26 A0089110 77 12/22/15 T45 A0089129 59 12/22/15 T27 A0089111 78 12/22/15 T46 A0089130 60 12/22/15 T28 A0089112 79 12/22/15 T47 A0089131 61 12/22/15 T29 A0089113 62 12/22/15 T30 A0089114 63 12/22/15 131 A0089115 64 12/22/15 T32 A0089116 65 12/22/15 T33 A0089117 66 12/22/15 134 A0089118 67 12/22/15 135 A0089119 68 12/22/15 T36 A0089120 69 12/22/15 T37 A0089121 70 12/22/15 T38 A0089122 71 12/22/15 139 A0089123 72 12/22/15 140 A0089124 73 12/22/15 T41 A0089125 74 12/22/15 142 A0089126 75 12/22/15 T43 A0089127 76 12/22/15 T44 A0089128 The truss drawing(s)referenced above have been prepared by MiTek Truss Design Engineer's Name:Julius Lee, PE Industries,Inc.under my direct supervision based on the parameters My license renewal date for the state of Florida is February 28,2017. provided by Building Component Suppy,Inc.in Green Cove Springs,FL. Note:The seal on these drawings indicate acceptance of Digitally signed by Julius professional engineering responsibility solely for the truss Lee components shown.The suitability and use of this component �,om it's'', for any particular building is the responsiblity of the building ;�J\)�s•S''< �% desinger,per ANSI/TPI 1 Section y g ; �`.. ��ENSk- ... DN: c=US, st=Florida, * p w*__ I=Boynton Beach, o=Julius 9 -78: W Lee, cn=Julius Lee, _ '� STATEOF ;. �� '•.FLORID?'. ��: email=leeengr @aol.com ''''4S7CNA�E?.'`• Date: 2016.01.19 11:27:21 -05'00' Page 2 of 2 Job 'Truss - - Truss Type 101y Ply A042513 8821 TO E101 Springs, Jack- Run:7.6 5 I Open Job Reference(optional) Budding Component Supply,Green Cove S - --- -- --- - --- - - . 20 s Apr 30 2015 Print:7.620 s Apr 30 2015 kfTek Industries.Inc.Tue Jan 1911:06:05 2016 Page 1 ID:FOp6ELx916x0g8baddDVnQyffSU-oLY7Yhj6y91 hMAg9uiHlgUDfRJdde3dNQSNCvSztg8G 1--0 1-8-0 7.00112 2 Scale=1:15.0 i - 2x4 6Q#/-15# ' T� 56#/-54# 0-3-8(0.1.8) v . J� N T W1 N H — B1 A29W-42# 4 2x4 11 3 LOADING(psf) SPACING- 2-0-0 CSI. ' DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.00 4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 1 Vert(TL) -0.00 4 >999 180 BCLL 0.0 • Rep Stress Ind YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) 1 Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=60/0-3-8 (min.0-1-8),2=43/Mechanical,3=17/Mechanical Max Horz4=78(LC 12) Max Uplift4=-15(LC 10),2=-54(LC 12),3=-42(LC 12) Max Grav4=60(LC 1),2=56(LC 17),3=29(LC 3) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-4=-47/8,1-2=-48/41 BOT CHORD 3-4=0/0 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;end vertical left exposed;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 15 lb uplift at joint 4,54 lb uplift at joint 2 and 42 lb uplift at joint 3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job 'Truss - —Truss Type !Qty IPly -- - ---AOd82567 8821T0 HJO1 Jacki-Open 1 1 _ Job Reference(optional)_ Budding Component --- 2 ---_p rg po Supply,Green Cove Springs,FL Run:7.820 s Apr 30 2015 PrinC 7.620 s Apr 30 2015 MTek Industries,Inc.Tue Jan 19 11:06:05 2016 Page 1 ID:FOp6ELx916x0g8baddDVnQylfSU-oLY7Yhj6y91 hMAg9uiHlgUDf7JdMe3dNQSNCvSztg8G 2-0-9 - - 4 2-0-9 4.95112 Scale=1:14.3 2 1/ 2x4 11 71#/-2•• T7 is 53#/-50# j I a Y 7 N W1 `, 3 36#/-38# 4 2 x 4 I I I (psf) SPACING- 2-0-0 LOADING � CSI. DEFL in (loc) Udeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 j Vert(LL) 0.00 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.00 3-4 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:8 lb FT=20%u LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-9 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=73/0-4-3 (min.0-1-8),2=53/Mechanical,3=21/Mechanical Max Horz4=72(LC 12) Max Uplift4=-24(LC 8),2=-50(LC 12),3=-38(LC 12) Max Grav4=73(LC 1),2=53(LC 1),3=36(LC 3) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-4=-57/57,1-2=-59/22 BOT CHORD 3-4=0/0 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)zone;end vertical left exposed;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 24 lb uplift at joint 4,50 lb uplift at joint 2 and 38 lb uplift at joint 3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss T Truss Type Qty !Ply A00125'68 Building Com nent Supply,Green Cove Springs,FL Jadc-Open Run:7.620 s Apr 30 1 (optional) Page ID:FOp6ELx916x 8baddDVn Reference SU GX5Vm0k Industries, x1 WtXf661Rurt 8F po 2015 Print:7.620 s 09 QN W _ p I_ q F 2-9-3 2-9-3 4.95112 Scale=1:15.8 2 I4,I 1 102#/-33# 2x4 1 Ti 73#/-61# 1 0-0-3(0-1-8) 1 fh N N W1 • • B1 Ai I/ 3 M50#1-42# 4 2x4 I I 1 Plate Offsets(X,Y)— [4:0-2-0,0-1-0j LOADING(psf) SPACING- 2-0-0 CSI. 1 DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 ! Vert(LL) 0.02 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 ! Vert(TL) -0.01 3-4 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 1 Horz(TL) -0.03 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 i (Matrix-M) 1 Weight:10 lb FT=20% LUMBER- BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=102/0-4-3 (min.0-1-8),2=73/Mechanical,3=29/Mechanical Max Horz4=84(LC 12) Max Uplift4=-33(LC 8),2=-61(LC 12),3=-42(LC 12) Max Grav4=102(LC 1),2=73(LC 1),3=50(LC 3) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-4=-81/88,1-2=-79/28 BOT CHORD 3-4=0/0 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)zone;end vertical left exposed;porch left and right exposed:C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 33 lb uplift at joint 4,61 lb uplift at joint 2 and 42 lb uplift at joint 3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job pTruss Truss Type Qty 1Ply 8821 TO !EJ02 Half Hip Girder 1 1 A068254' Job Reference(optional) Building Component Supply.Green Cove SpMpa,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 hilTek Industries,Inc.Tue Jan 1911:06:06 2016 Page 1 ID:FOp6ELx916x0g8baddDVnQytfSU-GX5VmOkkjT9Y_KELSQoXCimg6jzeNWtXf661Rurtg8F 2-0-0 3-0-0 - 2-0-0 100 NAILED Scale:3/4•=1' 12 2 7.00 3 3x6_ �� : T2 LJ 1 2x4 II /T7/ / 71#/-74# W1 81 ■ ■ 6 4 klItAgir NAILED 48#1-57# 107#/-39# 2-0-0 3-0-0 2-0-0 1-0-0 Plate Offsets(X,Y)— (2:0-3-0,0-1-12] _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.01 4-5 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(TL) -0.04 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) j Weight:11 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=71/Mechanical,5=107/0-3-8 (min.0-1-8),4=32/Mechanical Max Horz 5=87(LC 8) Max Uplift3=-74(LC 8),5=-39(LC 8),4=-57(LC 8) Max Grav3=71(LC 29),5=107(LC 1),4=48(LC 3) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-43/30,2-3=0/0,1-5=-83/29 BOT CHORD 5-6=0/0,4-6=0/0 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional);end vertical left exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 74 lb uplift at joint 3,39 lb uplift at joint 5 and 57 lb uplift at joint 4. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,2-3=-60,4-5=-20 Concentrated Loads(lb) Vert:2=14(B)6=-0(B) (Job ITruss 'Truss Type Qty -Ply A0082545 8Bu Budding Component Supply.Green Cove Springs,FL Jack Run:7.620 s 30 1 Open 8 Job Reference(optional) 9 gs, Apr 2015 Print 7.620 s Apr 30 2015 trYTek Industries,Inc. Tue Jan 19 11:06:06 2016 Page 1 I D:FOp6ELx916x0g8baddDVnQytfSU-GX5V mOkkjT9Y_KELSQoXCi mpljxDN WtXf661Rurtg8F 3-0-0 3-0-0 Scale=1:18.8 2 /, 7.00 12 j VI ' 112W -21# — //904//-78# 0-3-8(0-1-8) T1 csf 2x4 ' , g N W1 61 54#/-51# 4 3 3x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Lid PLATES GRIP TCLL 20.0 • Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.02 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.01 3-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.04 2 n/a n/a BCDL 10.0 j Code FBC2014/TPI2007 (Matrix-M) Weight:11 lb FT=20% i LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=112/0-3-8 (min.0-1-8),2=79/Mechanical,3=33/Mechanical Max Horz 4=108(LC 12) Max Uplift4=-21(LC 8),2=-78(LC 12),3=-51(LC 12) Max Grav4=112(LC 1),2=90(LC 17),3=54(LC 3) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-4=-88/24,1-2=-73/61 BOT CHORD 3-4=0/0 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;end vertical left exposed;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 21 lb uplift at joint 4,78 lb uplift at joint 2 and 51 lb uplift at joint 3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard — Truss TrussType Qty Ply _ A00825461 Building Component Supply,Green Cove Springs,FL Jack-Closed Run:7.620 20 s r 30 1 qpr --- _---- ,Job Reference(optional) Apr 2015 Print:7.620 s 30 2075 tviTek Industries.Inc.Tue Jan 19 11:06:06 2016 Page 7 ID:FOp6ELx916x0g8badd DVnQyIfSU-GX5Vm0kkiT9Y_KE LSQoXCi moOjyvNIMXf661 Rurtg8F 3-6-0 3-6-0 2x4 I I Scale=1:20.2 3 7.00 12 2 • T1 2x4 I1 W1 • _N• 61 5 160#/-103# 0-4(0x1181 4 123#/0# 2x4 Plate Offsets(X Y ,.)— [6:0-2-0,0-1-0j LOADING(psf) SPACING- 2-0-0 I CSI. DEFL in (loc) 1/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 I TC 0.28 Vert(LL) -0.00 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 I BC 0.16 I Vert(TL) -0.01 5-6 >999 180 BCLL 0.0 * I Rep Stress Incr YES WB 0.00 I Horz(TL) 0.00 5 n/a n/a BCDL 10.0 L Code FBC2014/TPI2007 (Matrix-M) I Weight:17 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=123/0-5-8 (min.0-1-8),5=135/Mechanical Max Horz6=121(LC 12) Max Uplifts=-103(LC 12) Max Grav6=123(LC 1),5=160(LC 17) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-6=-97/35,1-2=-61/39,2-3=-3/0,2-5=-154/136 BOT CHORD 5-6=-39/41,4-5=0/0 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 103 lb uplift at joint 5. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • Job - iTruss Truss Type Qty :Ply 882170 I F07 Floor Girder 1 1 A0082555 Job Reference(optional) Building Component Supply.Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 a Apr 30 2015 MTek Industries,Inc.Tue Jan 1911:06:07 2016 Page 1 ID:FOp6ELx916x0g8baddDVnQylfSU-kkftzMIMUnHPcTpY07Jmfvl?p61A6wjgtmsJ_Lztg8E 0.1,8 3x6 H 4=— 130 2 1.5x3 :; 0-0.031.5x3 4 MSt422 Scale=1:9.1 Ti : 9 1.5x N —WT W1 W1 BL1 • • • • • l • / 3x4= 3x4= 8 7 6 5 264#/0# 3x4= 3x4 0-3-8(0-1-8) 1-7-8 I1-10.0(2.0.81 3-6-4 USP_M81-1422 Plate Offsets X,Y– 6:0-1-8,Ed e, B,Ed a 1-7$– 0-2_8.0.2 8 1-5.12 0-t-12_ - - ( )- [ 9 ) s1 • LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.16 Vert(TL) -0.01 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:25 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=287/0-3-8 (min.0-1-8),5=264/Mechanical FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 8-9=-274/0,1-9=-273/0,4-5=-264/0,1-2=-249/0,2-3=-249/0,3-4=-249/0 BOT CHORD 7-8=0/14,6-7=0/249,5-6=0/0 WEBS 1-7=0/313,2-7=-238/0,4-6=0/325,3-6=-158/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Use USP MSH422(With 10d nails into Girder&10d nails into Truss)or equivalent at 1-9-12 from the left end to connect truss(es)F06(1 ply 2x4 SP)to front face of top chord,skewed 0.0 deg.to the left,sloping 0.0 deg.down. 7)Fill all nail holes where hanger is in contact with lumber. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-10,1-4=-100 Concentrated Loads(Ib) Vert:2=-182(F) Job Truss `Truss Type `II A0082561 8821T0 FG05 IFIetGirder 1 I Ply 2'Job Reference1optionalL— Budding Component Supply.Green Cove Springs.FL -- Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc.Tue Jan 19 11:06:07 2016 Page 1 ID:FOp6ELx916xOg8baddDVnQ kkf ylfSU- zMlMUnHPcTpY07JmIvl_I61y6tGgtmsJ_Lztg8E 2-1-12 4-3-8 F— 2-1.12 -- + — —2-1-12 — Special THD26 Special 1 4x5= 22x4 I 3 Scale=1:14.0 w1 J 7 5 JUS24 JUS24 2045#/-519# 6 0 8)' 2x4 2096#/-545# 2-1-12 4-3-8 USP THD26-2 - 2-1-12 2-1-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.20 Vert(LL) -0.01 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.17 Vert(TL) -0.01 5 >999 240 BCLL 0.0 • Rep Stress Incr NO WB 0.38 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.01 5 >999 240 Weight:66 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=2096/0-3-8 (min.0-1-8),4=2045/Mechanical Max Uplift6=-545(LC 4),4=-519(LC 4) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-6=-1784/422,1-2=-1150/307,2-3=-1150/307,3.4=-1784/422 BOT CHORD 6-7=-0/0,5-7=-0/0,5-8=-0/0,4-8=-0/0 WEBS 1-5=-420/1577,2-5=-1701/353,3-5=-420/1577 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 545 lb uplift at joint 6 and 519 lb uplift at joint 4. 9)Load case(s)1,2,12 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Use USP THD26(With 16d nails into Girder&NASD nails into Truss)or equivalent at 2-1-12 from the left end to connect truss(es) (1 ply 2x4 SP)to front face of top chord. 12)Use USP JUS24(With 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 1-0-9 from the left end to 3-0-9 to connect truss(es)T43(1 ply 2x4 SP)to back face of bottom chord. 13)Fill all nail holes where hanger is in contact with lumber. 14)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 15)Special hanger(s)or other connection device(s)shall be provided starting at 0-1-12 from the left end to 4-1-12 sufficient to connect truss(es) (1 ply 2x4 SP)to front face of top chord. The design/selection of such special connection device(s)is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 Truss 'Truss Type Qty Ply A0082561 882170 FG05 Flat Girder 2 Job Reference j ptional) Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 laTek Industries.Inc.Tue Jan 1911:06:07 2016 Page 2 I D:FOp6ELx916x0g8badd DVnQy1fSU-kkftzMlMU nHPcTpY07Jntivl_I6Iy6tGgtmsJ_Lztg8E LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-778,4-6=-10 Concentrated Loads(lb) Vert:6=-1(F)7=-494(B)8=494(B) 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-653,4-6=-10 Concentrated Loads(lb) Vert:6=-1(F)7=-433(B)8=433(B) 12)Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-3=-278,4-6=-10 Concentrated Loads(lb) Vert:6=-1(F)7=-248(B)8=-248(B) -- - - �' Truss Type ,Qty--- ;Ply ' A00825541 882110 F06 Floor 20 s Apr 30 1 nB Supply.Green Cove Spdngs,FL Run:7.6 Job 0 s Apr Reference 2(Optional) Building Component S 2015 Print 7.620 a AApprr 30 2015 p4Tek Industries,Inc.Tue Jan 19.11:06:08 2016 Page 1 ID:FOp6E Lx916x0g8badd DVnQy1fSU-CwDFBii_E4PGDdOka rg717r5OW bBrNSg6QbsWnztg8D I 1-3-0 1 1---_0-10-8 3x6 - Scale=1:10.5 1 3x6= 21.5x3 I I 3 3x4 4 Il I M I Iil_I• K` 1qq Y _ ;81 II • /.•:: 1.5x3 !I 3x4= 9 8 7 6 5 3x4 - 282#/0# 282W0# 3x4 I 3 x 4 I I USP THD46 7-7-8 2-0-12 2-6-0 I 3-10-8 5.4.43 5.4.43 USP MtSH422 1-7-8 05-4 ' 0-5-4 . 1-4-8 1-6-0 Plate Offsets(X,Y)— [3 0-1-8,Edge],[5:Edge,0-1-8] [8:0-1-8,Edge],[9:Edge,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/defl Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) -0.02 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 1 BC 0.36 Vert(TL) -0.03 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:33 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=282/Mechanical,5=282/Mechanical FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-9=-300/0,4-5=-283/0,1-2=-302/0,2-3=-302/0,3-4=-188/0 BOT CHORD 8-9=-0/0,7-8=0/302,6-7=0/302,5-6=0/0 WEBS 4-6=0/250,1-8=0/394,3-6=-155/0,2-8=-141/0,3-7=-129/1 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 'Job TTruss 'Truss Type Qty .Ply i -- 8821 TO I FT02 FLOOR 1 1 i f Job Reference(optional) Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Jan 1911:06:08 2016 Page 1 ID:FOp6ELx916x0g8badd DVnQytfSU-CwDFB il_E4 PGDdOka rq?17rAG W gTrNDg6QbsW nztg8D 2-9-12- 5-7-8 2-9-12 2-9-12 2x4 3x4 Scale=1:15.1 1 3x4— 2 3 W1 \ W1 W2 W1 N , B, ____ 7. 5 4 3x8= 293#/0# 2x4 II 2x4 ; 0-3-0(0-1-8) 2-9-12 I `rT 8 V$�.it V$24 2-9.12 2-9-12 - 2931Y/Olt t- -- - LOADING(psf) SPACING- 2-0-0 CSI. I DEFL in (loc) 1/def1 Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.19 I Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(TL) -0.01 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 4 n/a n/a BCOL 5.0 Code FBC2014ITPI2007 (Matrix-M) Weight:33 lb FT=20% LUMBER- BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing j be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=293/0-3-0 (min.0-1-8),4=293/Mechanical FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-6=-280/0,1-2=-230/0,2-3=-230/0,3-4=-280/0 BOT CHORD 5-6=0/0,4-5=0/0 WEBS 1-5=0/290,2-5=-326/0,3-5=0/290 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 'Job - - - (Truss ;Truss Type .Qty Ply '882170 IFG03 i Root Special Girder 1 I._ 2 Job Reference(optional) Building Component Supply.Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Hc.Tue Jan 19 11:06:08 2016 Page 1 I D:FOp6ELx916x0g8 badd DVnQyIfSU-CwDFB il_E4PGDdOkarq?17r6n W bprKyg6Qbs W nztg8D I- - 2-11-4 6-2-0 I•2-11-4 3-2-12 Scale=1:16.5 3x4- 2x4 1 2 3 5x8 = _1 -T1 1- BL1 1 W1 3x6-- .2 W1 / 7 8 N 1 iiy ,,,,,t t'N_ 1 -l- $ 779 -- 10 � 5 11 4 z.. THD263x8= THD26 2x4 II 2x4 I 0-3-15(041-8) 0-3-8(0-1-8) 1726#/-99# 1068#/-89# 2-11-4 6-2-0 2-11-4 I - 3-2-12 Plate Offsets(X,Y)-- [3:0-1-12.0-2-12] LOADING (psf) SPACING- 2-0-0 CSI. l DEFL in (loc) I/deft Ud PLATES GRIP i TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.02 4-5 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.35 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 l Code FBC2014/TPI2007 (Matrix-M) Weight:81 lb FT=20% LUMBER- BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=633/0-3-15 (min.0-1-8),8=457/0-3-8 (min.0-1-8) Max Uplift6=-99(LC 4),8=-89(LC 4) Max Grav6=1726(LC 12),8=1068(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-6=-787/105,1-2=-1077/81,2-3=-1077/81,4-7=0/393,3-7=0/393 BOT CHORD 6-9=-0/0,9-10=-0/0,5-10=-0/0,5-11=-21/155,4-11=-21/155 WEBS 1-5=-99/1315,2-5=-191/142,3-5=-74/1125 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)Concentrated loads from layout are not present in Load Case(s):#3 Dead+Uninhabitable Attic Without Storage;#4 Dead+0.6 MWFRS Wind(Pos.Internal)Left;#5 Dead+0.6 MWFRS Wind(Pos.Internal)Right;#6 Dead+0.6 MWFRS Wind(Neg.Internal)Left;#7 Dead +0.6 MWFRS Wind(Neg.Internal)Right;#8 Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel;#9 Dead+0.6 MWFRS Wind(Pos. Internal)2nd Parallel;#10 Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel;#11 Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel;#16 Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left);#17 Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right);#18 Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel);#19 Dead+0.75 Roof Live (bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel). 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Bearing at joint(s)8 considers parallel to grain value using ANSI/7P!1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 99 lb uplift at joint 6 and 89 lb uplift at joint 8. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Use USP JUS24(With 10d nails into Girder&10d nails into Truss)or equivalent at 0-1-12 from the left end to connect truss(es)FT02 (1 ply 2x4 SP)to front face of bottom chord. 12)Use USP THD26(With 16d nails into Girder&NA9D nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-7-4 from the left end to 4-7-4 to connect truss(es)FT01(1 ply 2x4 SP)to back face of bottom chord. 13)Fill all nail holes where hanger is in contact with lumber. Continued on page 2 Job Truss :Truss Type - - _ Qty Ply 8821 TO FG03 Roof Special Girder 1 ng Supply,Green Cove Springs,FL Run:7.620 ` Job Reference(optional) Building Component Su 20 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries.Inc.Tue Jan 19 11:06:08 2016 Page 2 I D:FOp6ELx9l6x0g8badd DVnQyIfSU-CwDFB ii_E4 PGDdOka rq?I7r6nW bprKyg6Qbs W nztg8D NOTES- 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)766 lb down at 0-7-5 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pif) Vert:1-3=-60,4-6=-20 Concentrated Loads(lb) Vert:6=-60(F)9=-194(B)10=-194(B)11=-194(B) iJob _Truss Truss Type Qty Ply i8821T0 IF_JO6 [Jack-Open q 1 A0082548 t Job Reference(optional) Building Component Suppy,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.820 s Apr 30 2015 IATek Industries.Inc.Tue Jan 19 11:08:09 2016 Page 1 ID:FOp6ELx916xOg8baddDVnQyIfSU-g6nd02md7 OX7mzw7YLEgKO9swyJasczL4LQ2Dztg8C 6-2-8 6-2-8 406#/-182# 2 r Scale=1:34.6 7.00112 68#/-16# 0-5-8(0-1.8) 6 T1 5 5x6 1 B1 ■, 97#/0# 4 3 3x4 !1 Plate Offsets(X,Y)— 14:0-2-0,0-0-8]_ • LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.04 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.11 3-4 >686 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight:23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=367/0-5-8 (min.0-1-8),2=68/Mechanical,3=45/Mechanical Max Horz 4=132(LC 19),2=238(LC 12) Max Uplift4=-182(LC 12),2=-16(LC 10) Max Grav4=406(LC 17),2=68(LC 1),3=97(LC 3) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-4=-413/303,1-5=-397/283,5-6=-367/295,2-6=-361/307 BOT CHORD 3-4=0/0 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 6-1-12 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 182 lb uplift at joint 4 and 16 lb uplift at joint 2. 6)Non Standard bearing condition. Review required. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job —?Truss iTruss Type 1 I�Y A0082581 8821T0 T06 Jack-Open Girder 1 1 ' I Job Reference(optional) Building Component Supply.Green Cove Springs.FL -------- _-- --- Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Jan 1911:06:09 2016 Page 1 ID:FOp6ELx916x0g8baddDVnQyfSU-g6ndO2md7OX7mzw7YLEgKOLNwvKamdzL4LQ2Dztg8C 3-1-4 6-2-8 3-1-4 3-1-4 Scale=1:36.4 3 2x4 7.00 12 3x4 2 3x4 1 4 Mr 1 8a47 8 5 9 1151#/-458# 14919k THD26 3x44 6x6 THD26 THD26 3-1-4 6-2-8 USP THD26 3-1-4 3-1-4 Plate Offsets(X,Y)- [1:0-1-12,0-1-81, LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 • TC 0.17 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 ! BC 0.50 Vert(TL) -0.03 4-5 >999 180 BCLL 0.0 " Rep Stress Ina NO WB 0.45 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:53 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=1417/0-5-8 (min.0-1-11),4=1151/Mechanical Max Horz 6=213(LC 8) Max Uplift6=-319(LC 4),4=-458(LC 8) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-6=-847/170,1-2=-703/161,2-3=-54/30 BOT CHORD 6-7=-177/90,7-8=-177/90,5-8=-177/90,5-9=-246/585,4-9=-246/585 WEBS 2-5=-305/946,3-4=-74/51,1-5=-174/730,2-4=-973/408 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 319 lb uplift at joint 6 and 458 lb uplift at joint 4. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Use USP THD26(With 16d nails into Girder&NA9D nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 0-8-12 from the left end to 4-8-12 to connect truss(es)T03(1 ply 2x4 SP),104(1 ply 2x4 SP),T05(1 ply 2x4 SP)to back face of bottom chord. 9)Fill all nail holes where hanger is in contact with lumber. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-60,4-6=-20 Concentrated Loads(lb) Vert:7=-698(B)8=-698(B)9=-698(B) Job runs Truss Type i Qty Ply , 882170 112 GABLE �1 1 A0082587 Job Reference(optional) Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 Wee Industries,Inc.Tue Jan 19 11:06:09 2016 Page 1 ID:FOp6ELx9t6x0g8baddDVnQylfSU-g6ndO2md7 OX7mzw7YLEgKOJlw yas4zL4LQ2Dztg8C I 3-30 6-6-0 3-3-0 3-3-0 Scale=1:19.1 4x5 2 7.00 FIT r�1 T, i \ ' T1 1 S . . lit •. . 0-3-8(0-1-8) 0-3-8(0-1-8) 3-3-0 6-6-0 I 248#/-153# - 3-3-0 3-3-0 248#/-153# LOADING(psf) SPACING- 2-0-0 CSI. DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.02 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.03 5 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) . Weight:34 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer 1 Installation guide. l REACTIONS. (lb/size) 6=248/0-3-8 (min.0-1-8),4=248/0-3-8 (min.0-1-8) Max Horz 6=92(LC 11) Max Uplift6=-153(LC 12),4=-153(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-212/268,2-3=-212/266,1-6=-196/219,3-4=-196/218 BOT CHORD 5-6=-193/138,4-5=-193/138 WEBS 2-5=-145/91 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;end vertical left and right exposed;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 153 lb uplift at joint 6 and 153 lb uplift at joint 4. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job 'Truss Truss Type Qty Ply A0082558I 8821 TO FG02 FLOOR 1 2 Job Reference(optional) Building Component Supply,Green Cove Springs,FL --- Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 AfTek Industries,Inc.Tue Jan 19 11:06:09 2016 Page 1 ID:FOp6ELx916xOg8baddDVnQyI fSU-g6ndO2rnd7 0X7mzw7YLEgKOK_wyDajwzL4LQ2Dztg8C 3-6-4 7-0-8 3-6-4 3-6-4 Scale=1:13.0 3x8 1 3x8- 2 2x4 3 11_ q W1 W2 w1 yy2 ; w1 � — _ _ 81 _ _ THD26 THD26 THD26 426ff/OR 5 426#10# 4x10= 2x4 2x4 THD26 THD26 USP THD26-2 USP THD26-2 3-6-4 7-0-8 — 3-6-4 • _ I LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defi Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.26 Vert(LL) -0.04 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.31 Vert(TL) -0.06 5 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.62 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:78 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=1426/Mechanical,4=1426/Mechanical FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-6=-875/0,1-2=-2505/0,2-3=-2505/0,3-4=-875/0 BOT CHORD 5-6=0/0,4-5=0/0 WEBS 1-5=0/2604,2-5=-349/0,3-5=0/2604 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Use USP THD26(With 16d nails into Girder&NA9D nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 0-1-12 from the left end to 6-10-12 to conned truss(es) (1 ply 2x4 SP)to front face of bottom chord. 7)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-100,4-6=-322(F=-312) Job PUSS Truss Type •Qty 'Ply A0082575 882170 P807 GABLE 1 1 #Job Reference(optional) Building Component Supply,Green Cove S - -.. pdrgs,FL Run:7.820 s Apr 30 207 5 Print 7.620 s Apr 302015 MiTek Industries,Inc.Tue Jan 1911:06:10 2016 Page 1 ID:FOp6ELx916x0g8badd DVnOyIfSU-81 L7cOn Fmif_TxY7hGsTNYwVh KJTJIV7ak4zafztg8 B I 5-7-13 I 11-3-9 _ 5-7-13 — 5-7-13 4x5 Scale=1:20.3 3 7.00 12 '\ �,\ / ' \ 23 �1� 4 21 `� T 24 / / \�\ / j.- - .- 1 ? • ■ • • • \ ` a 1 - ■ • ■:, • • \ o 1§1 t§i . • �� ►I •• 3x4= 3x4- A 0-3-8(0-3-7) t3-1(11-1.8) 0-3-8(0-1-8) 0-3-8(0-1-8) 0-3-8(0-1-8) 0.3-a4(4- - 0-3-8(0-3-5) 102#1-16# --- -__— X5471# 53#/-60# 449#/-151# 54#/-54#_ -- -_ 204'! 95#/x9# Plate Offsets(X,Y)-- 12:0-3-5 EdgeJ,(4:0-3-5,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.01 17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.01 17 >999 180 BOLL 0.0 • Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:46 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 ' MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 I be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=87/0-3-8 (min.0-3-7),5=80/0-3-8 (min.0-3-5),8=449/0-3-8 (min.0-1-8),9=-51/0-3-8 (min.0-1-8),10=192/0-3-8 (min.0-1-8),7=49/0-3-8 (min. 0-1-8),6=187/0-3-8 (min.0-1-8) Max Horz 1=-91(LC 10) Max Uplift 1=-16(LC 12),5=-19(LC 12),8=-151(LC 12),9=-60(LC 17),10=-71(LC 12),7=-54(LC 18),6=-73(LC 12) Max Gray 1=102(LC 21),5=95(LC 22),8=449(LC 1),9=53(LC 12),10=215(LC 17),7=54(LC 12),6=204(LC 18) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-105/76,2-21=-187/129,21-22=-35/142,3-22=-33/205,3-23=-33/199,23-24=-35/123,4-24=-174/108,4-5=-45/25 BOT CHORD 2-10=-208/377,9-10=-188/126,8-9=-188/126,7-8=-188/126,6-7=-188/126,4-6=-215/350 WEBS 3-8=-384/191 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 5-7-13,Exterior(2)5-7-13 to 8-7-13 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Bearing at joint(s)1,5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 16 lb uplift at joint 1,19 lb uplift at joint 5, 151 lb uplift at joint 8,60 lb uplift at joint 9,71 lb uplift at joint 10,54 lb uplift at joint 7 and 73 lb uplift at joint 6. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. LOAD CASE(S) Standard Job truss runs T _ 8821T0 125 G YP e O1Y PI Y ABLE 1 1 A0082600 ;Job Reference(optional) Building Component Supply,Green Cove Springs.FL Run:7.620 s Apr 30 2015 Print:7.620 s 30 2015 MTek Industries,Inc.Tue Jan 1911:06:10 2016 Page 1 I D:FO p6 E Lx916x0g 8 badd DV n�yI fS U-81 L 7cO n Fmif_TxY7 h GsTNYwT9KGaJ I v7a k4zafztg8 B I 5-11-8___ _ - ._.._ - 11-11-0 5-11-8 5-11-8 4x5= Scale=1:26.5 3 / !�., . 7.00 12 % '� 27 \ 28..]:''' T7 r.T1 L- . 5x6 1 „ ' 5x6 i . ■ 4 2 1 T �,HW: ST1 T1 1 HW7 v • • ElB1 F - - 12 11 10 9 8 7 6 4x10 4x10 II (0-1-8) (0-1-8) (0-1-8) (0-1-8) (0-1-8) (0-1-8) (0-1-8) 384#/-282# 5118-142#_ -.74#/-25#.. ..340t#(-52# --- 74##-11# _.t04#/11413t0 384#/-181# 5-11-8 5-11-8 Plate Offsets(X,Y)— [1:0-2-4,0-0-1],[5:0-7-15,0-0-1] _ LOADING(psf) SPACING- 2-0-0 i CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 1 TC 0.36 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 1 BC 0.43 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Incr YES 1 WB 0.13 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 I (Matrix-M) Weight:76 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 and a c ---- MiTek recommends that Stabilizers required cross bracing OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 1-6-0,Right 2x8 SP No.2 1-6-0 be installed during truss erection,in accordance with Stabilizer 9 Installation guide. REACTIONS. (lb/size) 9=340/8-2-9 (min.0-1-8),10=72/8-2-9 (min.0-1-8),11=-132/8-2-9 (min.0-1-8),12=366/8-2-9 (min.0-1-8),8=72/8-2-9 (min.0-1-8),7=-132/8-2-9 (min. 0-1-8),6=366/8-2-9 (min.0-1-8) Max Horz 12=-99(LC 10) Max Uplift9=-52(LC 12),10=-25(LC 12),11=-142(LC 18),12=-282(LC 12),8=-11(LC 9),7=-141(LC 17),6=-181(LC 12) Max Grav9=340(LC 1),10=74(LC 3),11=150(LC 12),12=384(LC 21),8=74(LC 3),7=104(LC 9),6=384(LC 22) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-389/536,2-27=-90/73,3-27=-64/110,3-28=-64/110,4-28=-90/72,4-5=-388/536 BOT CHORD 1-12=-59/60,11-12=-58/60,10-11=-58/60,9-10=-58/60,8-9=-58/60,7-8=-58/60,6-7=-58/60,5-6=-58/60 WEBS 3-9=-336/152 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 5-11-8,Exterior(2)5-11-8 to 8-11-8 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 lb uplift at joint 9,25 lb uplift at joint 10, 142 lb uplift at joint 11,282 lb uplift at joint 12,11 lb uplift at joint 8,141 lb uplift at joint 7 and 181 lb uplift at joint 6. 9)Non Standard bearing condition. Review required. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ob— — Truss Truss T ype y ' A0082601 8821T0 126 Common 2 1 L LJOb Reference(optional) Bulldinp Component Supply.Green Cove Springs.Fl Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Jan 19 11:06:10 2016 Page 1 ID:FOp6ELx916x0g8baddDVnQylfSU-81L7cOnFmif_TxY7hGsTNYwS1 KIkJIT7ak4zafztg8B I— 5-11-8 ----F— 11-11-0 . 5-11-8 5-11-8 4x5= Scale=1:30.1 2 7.00 I 12 �� 3x4 % \�� ' 3x4. \ 3 1 R I. ; ■ 111titlt�il • 11/21 PI MI 5 004(0,-1-8) 4x10= 0-5-8(0-1-8) 465#/-122# 465#/-122# 5-11-8 11-11-0 ' 5-11-8 5-11-8 Plate Offsets(X,Y)— [1:0-1-0,0-1-8j,[3:0-1-0,0-1-8j LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.06 4-5 >999 180 BCLL 0.0 • Rep Stress lncr YES WB 0.09 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:65 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=465/0-5-8 (min.0-1-8),4=465/0-5-8 (min.0-1-8) Max Horz 6=155(LC 11) Max Uplift6=-122(LC 12),4=-122(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-7=-465/162,2-7=-417/178,2-8=-419/176,3-8=-465/161,1-6=-431/199,3-4=-431/197 BOT CHORD 5-6=-131/206,4-5=-79/139 WEBS 2-5=0/180,1-5=-15/274,3-5=-16/275 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 5-11-8,Exterior(2)5-11-8 to 8-11-8 zone;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 122 lb uplift at joint 6 and 122 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard i Job Truss ' I Truss Type I Qty 'Ply • , i I s A0082562 882110 I F006 I Half Hip Girder I 1 1 J 2 Job Reference(optional) Building Component Supply,Green Cove Sp rags.FL Run:7.620 s Ape 30 2015 Print 7.620 s Apt 30 2015 MTek Industries,Inc.Tue Jan 1911:06:112016 Page 1 ID:FOp6ELx9l6x0g8baddDVnQylfSU-cVvOpkotX7nr457JFzNivfTVhkYN2XeGoOgW76ztg8A 1-10-8 3-5-8 7-10-4 12-3-1 I- -1--8 1-7.0 F 4-4-12 4-4-12 i 1.10 2x4 I I Scale=1:23.1 3 7.00 ,2 / 3x4% 3x4= 4x10= 7x10= 5 6 3 -. j � • T x5 1i i ' — W / � s Ilr 1 / yg ■ 81 (� fl ' I 1� B2 u 1 11 10 13 14 9 - 8 5x8 15 16 -' ,2 4x10= 6x6= NAILED 4x6 NAILED NAILED NAILED 7 2Erb-8(0-1-8) THDH26-3 3343-8(0-1-8) 2402#/-68# 2560#/0# 1.10-8 I 35-8 I _ 7-10-0 12-3-1 1-10-8 1-7-0 4-4-12 4-4-12 Plate Offsets(X,Y)- [2:0-1-12,0-1-8],[4:0-7-4,0-4-0],[8:0-3-4,0-2-8],[10:0-3-0 0-4-0],[11 0-5-0,0-2-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) t/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) -0.05 8-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.65 Vert(TL) -0.12 8-10 >999 180 BCLL 0.0 • Rep Stress Ind NO WB 0.99 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:162 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=2451/0-3-8 (min.0-1-8),12=2402/0-5-8 (min.0-1-8) Max Horz 12=184(LC 8) Max Upliftl2=-68(LC 5) Max Gray 7=2560(LC 2),12=2402(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-2119/75,2-3=-73/113,4-10=-140/1291,3-4=-88/48,4-5=-4219/224,5-6=-3940/0,6-7=-2335/0,1-12=-2331/71 BOT CHORD 11-12=-166/130,10-11=-224/3979,10-13=0/3940,13-14=0/3940,9-14=0/3940,8-9=0/3940,8-15=0/160,15-16=0/160, 7-16=0/160 WEBS 2-11=-34/1436,2-4=-1879/100,4-11=-3457/106,5-10=-677/473,5-8=-1606/0,6-8=0/4161,1-11=-45/2122 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional);end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 68 lb uplift at joint 12. 9)Load case(s)1,2,12,21,22,23 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Use USP THDH26-3(With 16d nails into Girder&16d nails into Truss)or equivalent at 3-8-4 from the left end to connect truss(es) FG04(3 ply 2x6 SP)to back face of bottom chord. 12)Fill all nail holes where hanger is in contact with lumber. 13)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1 lb down at 0-1-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 Job Truss Truss Type •Qty •Ply — A0082562 882170 'FG06 Half Hp Girder 1 • 2 IJob Reference(optionall_ Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Prink 7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Jan 19 11:06:11 2016 Page 2 ID:FOp6ELx916x0g8baddDVnQyIfSU-cVvOpkotX?nr457JFzNivITVhkYN2XeGoOgW76rtg8A LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-100,4-6=-334,7-12=-10 Concentrated Loads(Ib) Vert:12=-1(F)8=-33(B)13=-1347(B)14=-33(B)15=-33(B)16=-33(B) 2)Dead+0.75 Roof Live(balanced)+0.75 Attic Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-80,4-6=-294,7-12=-10 Concentrated Loads(Ib) Vert:12=-1(F)8=-175(B)13=-1134(B)14=-175(B)15=-175(B)16=-175(B) 12)Dead:Lumber Increase=0.90,Plate Increase=0.90 Pit.metal=0.90 Uniform Loads(plf) Vert:1-3=-20,4-6=-174,7-12=-10 Concentrated Loads(Ib) Vert:12=-1(F)8=-222(B)13=-496(B)14=-222(B)15=-222(B)16=-222(B) 21)Reversal:Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-100,4-6=-334,7-12=-10 Concentrated Loads(lb) Vert:12=-1(F)8=-33(B)13=-496(B)14=-33(B)15=-33(B)16=-33(B) 22)Reversal:Dead+0.75 Roof Live(balanced)+0.75 Attic Floor.Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-80,4-6=-294,7-12=-10 Concentrated Loads(Ib) Vert:12=-1(F)8=22(B)13=-496(B)14=22(B)15=22(B)16=22(B) 23)Reversal:Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-3=-20,4-6=-174,7-12=-10 Concentrated Loads(Ib) Vert:12=-1(F)8=40(B)13=-496(B)14=40(B)15=40(B)16=40(B) Job ;Truss Truss Type Qty- Ply A0082569 ,8821T0 P801 Piggyback 1 1 Job Reference(optional) Building Component Supply.Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Jan 19 11:06:11 2016 Page 1 ID:FOp6ELx916x0g8baddDVnQyltSU-cVvOpkotX7 nr457JFzNivtTijkgZ2mJGoOgW76ztg8A 3-7-6 8-9-13 12-5.3 3-7-6 5-2-7 3-7-6 Scale=1:20.7 3x6= 2x4 3x6= 4 14 5 15 6 16 T2 7.00 12 13 i:� \■ • 2x411 � \2x4 II T1 W2 „ N 6 , 2 -P 9 l ° ..❖.❖.❖.•.o•.•..•....•...•..•.•..❖.•.•.❖.•.❖.❖.•.•.•.•.❖.❖.•..•.•...❖.❖.❖.•.•.❖.❖.•.•.❖.❖..•.•...•.❖.•.•.❖.•.❖.•.•.❖.•..•.•...❖.•.❖.• ---- o 12 11 10 3x4 2x4 2x4 i 2x4 3x4 12-5-3 • 12-5-3 Plate Offsets(X,Y_)— 14:0-3-0,0-1-121(6:0-3-0,0-1-12] • LOADING(psf) SPACING. 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 8 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(TL) 0.00 8 n/r 120 BCLL 0.0 • Rep Stress Ind YES WB 0.05 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:40 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=144/10-8-14 (min.0-1-8),8=144/10-8-14 (min.0-1-8).11=286/10-8-14 (min.0-1-8),10=175/10-8-14 (min.0-1-8),12=175/10-8-14 (min.0-1-8) Max Horz 2=55(LC 11) Max Uplift2=-75(LC 12),8=-75(LC 12),11=-99(LC 9),10=-38(LC 12),12=-38(LC 12) Max Grav2=144(LC 1),8=144(LC 1),11=286(LC 1),10=191(LC 18),12=194(LC 17) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/15,2-3=-173/82,3-13=-187/137,4-13=-153/143,4-14=-134/135,5-14=-134/135,5-15=-134/135,6-15=-134/135, 6-16=-153/144,7-16=-187/138,7-8=-173/81,8-9=0/15 BOT CHORD 2-12=-47/134,11-12=-47/134,10-11=47/134,8-10=47/134 WEBS 5-11=-201/173,7-10=-138/109,3-12=-137/109 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-3-11 to 3-3-11,Interior(1)3-3-11 to 3-7-6,Exterior(2)3-7-6 to 12-1-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 75 lb uplift at joint 2,75 lb uplift at joint 8,99 lb uplift at joint 11,38 lb uplift at joint 10 and 38 lb uplift at joint 12. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. LOAD CASE(S) Standard Job Truss Truss Type Qty Y A0082570 aj821T0 P802 Piggyback 1 Apr 1 7.620 s Apr 30 7.620 s Apr Reference 0 (optional) 99Yba Building Component Sup*,Green Cove Springs.FL Run:7.620 s 30 2015 Print:7.620 s Apr 30 2015 tltiTek Industries.Inc.Tue Jan 1911:06:11 2016 Page 1 16x0g8 badd DVnQylfSU-cVvOpkotX?nr457JFzNivITh Mkhd2 m9GoOq W 76ztg8A 5-7.6 6-9.13 12-5-3 - - I 5-7-6 - t t-2-7 i 5-7-6 Scale=1:21.8 3x6= 2x4 II 3x6 4 5 6 : , j / . 7.00111 i /- �,\ \ 14 / i i \- S 2x4 I I i T1 � ,---- � 72x4 II 7 3 i 1,3„..---------- 3 • 0 16 l gil 6 2/ 9 o 1 1 ;B1 f o .:! .' .❖.•.•ei,, .•.•.•.❖.•:.•.:•:.❖.•.❖.❖.❖.❖.❖.❖iNVW.❖.•.•.•.❖.❖.•.•..V.V..•.•.❖.❖.•.•.V. .•..•.•.:❖.W.•.•.❖.•.❖..•.•:.•.•••:, [7 6 12 11 10 3x4 2x4 2x4 2x4 3x4 12-5-3 — 12-5-3 Plate Offsets(X,Y)— (4:0-3-0,0-1-121,[6:0-3-0,0-1-12) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 8 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.00 9 n/r 120 BCLL 0.0 ' Rep Stress Ina YES WB 0.06 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix) Weight:43 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 ( MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=82/10-8-14 (min.0-1-8),8=82/10-8-14 (min.0-1-8),11=253/10-8-14 (min.0-1-8),10=254/10-8-14 (min.0-1-8),12=254/10-8-14 (min.0-1-8) Max Horz 2=-88(LC 10) Max Uplift2=-37(LC 12),8=-37(LC 12),11=-3(LC 9),10=-105(LC 12),12=-105(LC 12) Max Grav2=87(LC 18),8=82(LC 1),11=253(LC 1),10=282(LC 18),12=284(LC 17) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/15,2-13=-121/45,3-13=-89/54,3-14=-150/114,4-14=-131/126,4-5=-151/144,5-6=-151/144,6-15=-131/127, 7-15=-150/115,7-16=-66/23,8-16=-98/18,8-9=0/15 BOT CHORD 2-12=-5/86,11-12=-5/86,10-11=-5/86,8-10=-5/86 WEBS 5-11=-166/68,7-10=-259/205,3-12=-258/205 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-3-11 to 3-3-11,Interior(1)3-3-11 to 5-7-6,Exterior(2)5-7-6 to 6-9-13,Interior(1)11-0-12 to 12-1-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 37 lb uplift at joint 2,37 lb uplift at joint 8,3 lb uplift at joint 11,105 lb uplift at joint 10 and 105 lb uplift at joint 12. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. LOAD CASE(S) Standard Truss ITrussType Qty Ply I A0082573 8821T0 P805 ,HIP CAP '.1 1 Job Reference(optional) Betiding Component Supply,Green Cove Springs.FL Run:7920 s Apr 30 2015 Print 7.620 s 30 2015 Wok Industries,Inc.Tue Jan 19 11:06:12 2016 Page 1 ID:FOp6ELx916x0g8baddDVn yifSU-4hTm14oVlJwiiFiVpgvxSzOsT70xmDNP12Z4fYztg89 1-7-6 2-2-10 6-2-10 - 10-2-10 10.9-13, 12-5-3 I 1-7-6 10-7.4 1 4-0-0 I 4-0-0 * 0-7-4 1-7-6 Scale=1:20.5 7.00 12 3x6= 3x6 II 3x6 ! 3x6 II 7 3x6 3 4 19 5 20 6 I _ e � 0 nu 3x4= 3x4 0-3-8(0-2-9) 0.3.8(0-1.8) 0-3-8(0-1-8) 0-3-8(0-1-8) 0-3-8(0-2-8) 43#/-9# 288#/-98# 341#/-148# 282#/-97# 42#/-11# 1-9-2 2-2-10 6-2-10 10-2-10 110.8-1 _ __ 12-5-3 1-9-2 '0-5.8' 4-0-0 4-0-0 0-5-8 1-9.2 Plate Offsets(X,V) [3:0-3-0,0-1-121(7:0-3-0,0-1-12j LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 11-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.01 10-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:36 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer 1 Installation guide. .. REACTIONS. (lb/size) 1=41/0-3-8 (min.0-2-9),9=36/0-3-8 (min.0-2-8),11=339/0-3-8 (min.0-1-8),10=282/0-3-8 (min.0-1-8),12=288/0-3-8 (min.0-1-8) Max Horz 1=-25(LC 10) Max Uplift1=-9(LC 12),9=-11(LC 12),11=-148(LC 8),10=-97(LC 8),12=-98(LC 9) Max Grav1=43(LC 21),9=42(LC 18),11=341(LC 21),10=282(LC 1),12=288(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-30/22,2-3=-30/63,7-8=-31/61,8-9=-24/18,3-4=0/28,4-19=0/28,5-19=0/28,5-20=0/28,6-20=0/28,6-7=0/28 BOT CHORD 2-12=-46/42,11-12=-44/35,10-11=-44/35,8-10=-51/40 WEBS 5-11=-255/189,6-10=-221/213,4-12=-224/212 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 5-10-5,Interior(1)5-10-5 to 10-9-13,Exterior(2)10-9-13 to 12-3-7 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)1,9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 9 lb uplift at joint 1,11 lb uplift at joint 9,148 lb uplift at joint 11,97 lb uplift at joint 10 and 98 lb uplift at joint 12. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. LOAD CASE(S) Standard Job Truss - Truss Type Qty 'Ply . f A0082574 882170 IP806 PIGGYBACK 6 1 Job Reference(optional) Building Component S g8, --- g apply.Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 tvtiTek Industries,Inc.Tue Jan 1911:06:12 2016 Page 1 ID:FOp6ELx916x0g8baddDVnQylfSU-4hTm14oVIJwiiFiVpgvxSzOsW70wmCJP12Z4fYztg89 2-4-4 6-4-4 10-4-4 12-8.7- 2-4-4 I 4-0-0 { 4-0-0 244 4x5 Scale=1:22.5 4 „,-, \ 7.00112 I -,.., 18 2x4 II 17 T1 -, Ti W2 \ 52x4 II 3 i „.- i I pi 1 'I _I 0 1B1 • Es o F----- J 02 a ICJ' 3x4 2x4 3x4 // 2x4 II 2x4 'I II 0-3-8(0-2-12) 0-3-8(0-1-8) 0-3-8(0-1-8) 0-3-8(0-1-8) 0-3-8(0-2-11) 2-4-4 6-4-4 10-4-4 12-8-7 806/-12# 2-44 336#/--127# 4-0-0 288#/0# 4.0-0 323#M30# 2.4,4 50#/-3# LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 9-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.01 8-9 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:45 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 - m a r cross ra MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=55/0-3-8 (min.0-2-12),7=50/0-3-8 (min.0-2-11),9=288/0-3-8 (min.0-1-8),8=305/0-3-8 (min.0-1-8),10=310/0-3-8 (min.0-1-8) Max Horz 1=-103(LC 10) Max Uplift1=-12(LC 10),7=-3(LC 12),8=-130(LC 12),10=-127(LC 12) Max Grav1=80(LC 18),7=50(LC 1),9=288(LC 1),8=323(LC 18),10=336(LC 17) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-123/111,2-3=-82/107,3-17=-112/93,4-17=-91/111,4-18=-90/113,5-18=-112/94,5-6=-37/56,6-7=-22/15 BOT CHORD 2-10=-53/57,9-10=-29/37,8-9=-29/37,6-8=-59/53 WEBS 4-9=-203/46,5-8=-311/226,3-10=-313/227 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 6-4-4,Exterior(2)6-4-4 to 9-4-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)1,7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 12 lb uplift at joint 1,3 lb uplift at joint 7,130 lb uplift at joint 8 and 127 lb uplift at joint 10. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. LOAD CASE(S) Standard 'Job - Truss russType 'Qt Ply A0082618 8821TO T43 ['Jade-Closed 2 1 Job Reference(optional)_ Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc.Tue Jan 19 11:06:12 2016 Page 1 ID:FOp6ELx916x0g8baddDVnQyIfSU-4hTm14oVlJwiiFiVpgvxSzOnl7ypm27P1224Nrig89 6.4-8 12-9-0 6-4-8 6-4-8 4. 3. Scale=1:47.4 2x4 I 7.00 12 10 -' 2 N =:s 7 545N-2588 5 O.r►�: !) 65 4�Pp� 3x5= 6-4-8 12-9-0 6.4-8 64-8 Plate Offsets(X,Y)— [1:0-1-4,0-1-8],12:0-1-12,0-1-8],[6:0-1-8,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.08 6-7 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.72 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:91 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-3-9 oc bracing. OTHERS 2x4 SP No.3 WEBS Web Brace:Length(member)6-3-0(3-6); MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=493/0-5-8 (min.0-1-8),6=504/Mechanical Max Horz8=342(LC 12) Max Uplift8=-7(LC 12),6=-256(LC 12) Max Grav8=493(LC 1),6=545(LC 17) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-8=-437/67,1-9=-514/0,2-9=-424/0,2-10=-119/35,3-10=-88/90,3-4=-3/0,3-6=-203/158 BOT CHORD 7-8=-399/437,6-7=-237/495,5-6=0/0 WEBS 1-7=0/290,2-7=0/241,2-6=-621/297 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 12-9-0 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)All plates are 3x4 MT20 unless otherwise indicated. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 7 lb uplift at joint 8 and 256 lb uplift at joint 6. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard trues — I Truss Type �Oly -Ply i , A0082556 882170 FOB Floor 3 1 Job Reference(optional) Building Component Supply.Green Cove Spies.FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MITek Industries.Inc.Tue Jan 1911:06:12 2016 Page 1' ID:FOp6ELx916x0g8baddDVnQy1fSU-4hTm14oVIJwiiFiVpgvxSzOm87s4m7nP12Z4fYztg89 0.1-8 1 i f` 1-4-15— 1 i 1'3'0 I 1-3-1 Scale=1:22.2 Special 1.5x3= 1.59= 3x8= 1 23x8— 3 4 5 6 7 18 111 N \ 17 ,or - 3�MA =`may WV NM t •16 15 14 13 12 11 10 9 6 #W 1.5x3 I 3x6 1.54 I I 1.59 I I 0-3-8(0-1-8) USP THD46 1403#/0# 1-7-15 119r7 3-1-15 5-7-15 7-0-7 7 8-0 84-8 9-8-0 12-2-0 138-0 I 1-7-15 0--1.8 1- 1-4-8 I 2-6-0 I 1-4-8 10-7-810.7.81 1-4-8 I 2-6-0__— I 1-6-0 I II Plate Offsets(X,Y) [4 0-1-8 Edge],[5:0-1-8,Edge],[14:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. i DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.52 I Vert(LL) -0.0610-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 I Vert(TL) -0.0910-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.42 I Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) . Weight:75 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:14-15,13-14. REACTIONS. (lb/size) 8=566/Mechanical,15=1403/0-3-8 (min.0-1-8) Max Grav8=625(LC 4),15=1403(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension I TOP CHORD 16-17=0/4,17-18=0/4,1-18=0/4,7-8=-619/0,1-2=0/751,2-3=-434/508,3-4=-1220/144,4-5=-1466/0,5-6=-1294/0,6-7=-587/0 BOT CHORD 15-16=-0/0,14-15=-751/0,13-14=-309/971,12-13=0/1466,11-12=0/1466,10-11=0/1466,9-10=0/1100,8-9=0/0 WEBS 2-15=-829/0,1-15=-941/0,7-9=0/782,2-14=0/885,6-9=-713/0,3-14=-816/0,6-10=-27/290,3-13=0/456,5-10=-322/112,4-13=-550/0,4-12=-81/196, 5-11=-176/101 NOTES- (' 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. j LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-16=-10,1-7=-100 Concentrated Loads(lb) Vert:1=-500 Job Truss Truss-Type Qty Ply 882110 F01 Floor 1 1 A0082549 Job Reference(optional) Building Component Supply,Green Cove Springs,FL Rwi:7.820 s Apr 30 2015 Print:7.820 s Apr 30 2015 MTek Industries,Inc.Tue Jan 1911:08:13 2018 Page 1 ID:FOp6ELx916x0g8badd DV nQyffSU-Zt18EQp73d2ZKOH h MOQA?AYrzXA?VSmZGiJdB_ztg88 0-1-8 H I--1-3-0---I I 1-7-4 I 0-7-8 1 44 Scale:1/2"=1' SPedill Sped 5x8= Special Special 1.54= 4x6 - 3x4-- 1.5x3 I 1 3x4-- 3x6= 4x6= 5x6-- 1 2 Special 3 Special 4 5 Special 6 7 8 �� ti tarr.r \ �� 316- i \, , V......... ... . 1Z��—-tfi --_--- 15 14 13 12 11 10 121104/0k 4x6 5x6-- 4x6 1.5x3 I 3x4= 3x4= 4x6= 5x6- 3x4 I 0-3-8(0-1-8) 1589#/0# USP THD46 5-4-8 6-2-2 6-11-12 10-4-4 I 14-7-0 5-4-8 0-9-10 0.9-10 3-4-8 4-2-12 Plate Offsets(X,Y)-- [1:Edge,0-1.8],(3:0-1-8,Edge],[13:0-1-8,Edge],[16:0-2-8,Edge],[17:Edge,0-1-8]- _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL in floc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.1212-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(TL) -0.39 12-13 >439 240 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.07 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:80 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc puffins, except BOT CHORD 2x4 SP SS(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=1589/0-3-8 (min.0-1-8),9=1240/Mechanical FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 17-18=-1585/0,1-18=-1583/0,8-9=-1235/0,1-2=-1550/0,2-3=-3633/0,3-4=-4432/0,4-5=-4432/0,5-6=-4087/0,6-7=-3500/0,7-8=-1276/0 BOT CHORD 16-17=0/82,15-16=0/2918,14-15=0/4432,13-14=0/4432,12-13=0/4550,11-12=0/3500,10-11=0/2409,9-10=0/0 WEBS 6-11=-886/0,1-16=0/1995,2-16=-1903/0,2-15=0/994,3-15=-1148/0,3-14=0/233,6-12=0/781,5-12=-682/0,5-13=-425/172,4-13=-124/201,8-10=0/1698, 7-10=-1576/0,7-11=0/1410 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Special hanger(s)or other connection device(s)shall be provided starting at 0-2-4 from the left end to 10-4-4 sufficient to connect truss(es) (1 ply 2x4 SP)to front face of top chord. The design/selection of such special connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-17=-10,1-0=-224,6-8=-100 [Job truss Truss Type jQty Ply A0082550 882170 F02 Floor 13 1 Job Reference(optional) Budding Component Supply,Green Cove Sphps,FL Run:7.620 s Apr 30 2015 Print 7.620 sApr 30 2015 P Tek Industries,Inc.Tue Jan 1911:06:13 2016 Page 1 ID:FOp6ELx916x0g8baddDVnQyIfSU-Zt18EQp73d2ZKOHhMOQA7AYtgXDmVX 1 ZGiJdB_ztg88 0-14 H I 1-3-0 I 1-7-4 F 0.7-8, 1-4-4• Scale=1:23.7 4x6= Spedal 1.5x3= 1.5x3 I I 3x81= 4x6 1 2 3 4 5 6, 7 8 i.... - --- — r _— \ rill VI a18�I \ 4// V l ue am �M i \/Aw F::. IM 7- 16 15 14 13 12 11 x6 10 yq/pa um 4x6 1.5x3 3 = 4x6 • 0-3-8(0-1-8) 853#/0# USP THD46 5-48 6-2-2 6-11-12, 10-4-4 14-7-0 5-4-8 0-9-10 0.9-10 3-4-8 I 4-2-12 Plate Offsets(X,Y)-_- [1:Edge,0-1-8],[3:0-1-8,Edge],[7:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.16 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(TL) -0.2512-13 >687 240 BCLL 0.0 Rep Stress lncr NO WB 0.61 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:80 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP SS(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=853/0-3-8 (min.0-1-8),9=965/Mechanical FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 17-18=-852/0,1-18=-851/0,8-9=-961/0,1-2=-851/0,2-3=-2051/0,3-4=-2605/0,4-5=-2605/0,5-6=-2705/0,6-7=-2527/0,7-8=-968/0 BOT CHORD 16-17=0/44,15-16=0/1586,14-15=0/2605,13-14=0/2605,12-13=0/2783,11-12=0/2527,10-11=0/1820,9-10=0/0 WEBS 6-11=-578/0,1-16=0/1097,2-16=-1022/0,2-15=0/647,3-15=-814/0,3-14=-15/263,6-12=0/254,5-12=-237/35,5-13=-545/176,4-13=-110/280,8-10=0/1288, 7-10=-1185/0,7-11=0/914 li NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-17=-10,1-8=-100 Concentrated Loads(Ib) Vert:6=-248 Job Truss— Truss Type .Qty 'Ply A0082551 882110 Component Sup*,Green Cove Spdngs,FL Floor Run:7.62p0 s 6 1 ID:FO Job Reference(optional) Building 2015 Print 7.620 s Apr 30 2015 khTek Industries,Inc.Tue Jan 1911:06:13 2018 Page 1 xOgBbaddDVnQylfSU-Zt18EQp73d2ZKOHhMOQA7AYt1 XDiV WdZGiJdB_ztg88 0-1-8 F I I 1-3-0 l F 1-7-4 0-7-8 1-4-4 Scale=1:23.7 4x6= Special Special 1.54= 1.5x3 I 3x6= 4x6= 1 2 3 4 5 6 7 Special 8 Tt ._ // \N I18:n \\._ \N I/ \\N, I� / W1 v,."Illt dri WOB IV' N,I , i n4 16 15 14 13 12 11 10 1223#/0# 4x6 1.5x3 II 3x6= 4x6 0-3-8(0-1-8) USP THD46 855#10# 5-4-8 6-2-2 6-11-12 10-4-4 14-7-0 5-4-8 0-9-10 0-9-10 � 3-4-8 4-2-12 Plate Offsets(X,Y)-- [1:Edge,0-1-8],[3:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) -0.1212-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(TL) -0.2712-13 >632 240 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:80 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP SS(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=855/0-3-8 (min.0-1-8),9=1223/Mechanical FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 17-18=-853/0,1-18=-852/0,8-9=-1218/0,1-2=-853/0,2-3=-2057/0,3-4=-2614/0,4-5=-2614/0,5-6=-2719/0,6-7=-2542/0,7-8=-1110/0 BOT CHORD 16-17=0/44,15-16=0/1590,14-15=0/2614,13-14=0/2614,12-13=0/2794,11-12=0/2542,10-11=0/2093,9-10=0/0 WEBS 6-11=-366/0,1-16=0/1100,2-16=-1025/0,2-15=0/650,3-15=-818/0,3-14=0/264,6-12=0/235,5-12=-143/37,5-13=-550/47,4-13=-41/283,8-10=0/1477, 7-10=-1367/0,7-11=0/580 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Special hanger(s)or other connection device(s)shall be provided starting at 10-4-14 from the left end to 14-5-8 sufficient to connect truss(es) (1 ply 2x4 SP)to front face of top chord. The design/selection of such special connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-17=-10,1-6=-100,6-8=-224 Job .Truss (Truss Type Qty !Ply . A0082552 Building O Component S Cove Springs,FL F Run:7.620 s 30 1 Po Supply,Cre 1_ Job Reference 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Jan 19 11:06:13 2016 Page 1 ID:FOp6EL Apr 0-1-8 1-3-0 , 1-11-8 -- ; ,0-7-81 Scale=l:z3.7 4x6 1.5x3 -. 4x6 1 2 3 4 5 6 7 ' 17 1. _ -• ii�i LAIL /, .. ,. xi 'w1 0 LI MN II is- _ -- -. ._ . .------- --------------- - ---- -- - El 15 14 13 12 11 10 9 78/0/0# 4x6- 1.5x3 1.5x3 II 4x6 0-3-8(0-1-8) 782#/0# USP THD46 5-4-8 6-4-4 7-4-0 I 14-7-0 5-4-8 0-11-12 0-11-12 7-3-0 Plate Offsets(X,Y)-- [1:Edge,0-1-8],[3:0-1-8,Edge],(4:0-1.8,Edge] • LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.15 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(TL) -0.2311-12 >742 240 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:77 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:12-13. REACTIONS. (lb/size) 16=782/0-3-8 (min.0-1-8),8=788/Mechanical FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 16-17=-780/0,1-17=-779/0,7-8=-783/0,1-2=-772/0,2-3=-1821/0,3-4=-2267/0,4-5=-2283/0,5-6=-1824/0,6-7=-770/0 BOT CHORD 15-16=0/40,14-15=0/1438,13-14=0/2267,12-13=0/2267,11-12=0/2267,10-11=0/2178,9-10=0/1448,8-9=0/0 WEBS 1-15=0/995,2-15=-926/0,2-14=0/533,3-14=-682/0,3-13=-42/235,7-9=0/1025,6-9=-943/0,6-10=0/523,5-10=-491/0,5-11=0/296,4-11=-283/253.4-12=-313/97 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard Truss— Truss Type Qly Ply . 882170 F05 Floor Girder 1 1 �� Building Component Srslply,Green Cove Springs.FL Run:D:7.620 Job 0 s Apr Reference 0 (optional) Tue J — �s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries.Inc.Tue Jan 1911:08:73 2016 Page 1 ELx916x0g8badd DVnQylfSU-Zt 18EQp73d 2ZKOHh MOQA?AYrbXBoVYoZGiJd B_ztg88 0-1-8 H I- 1-3-0 _H 1-11-4 1-4-12 • Scale=1:23.7 4x6= MSH422 1.5x3= 3x6= 34= 4x6= 1 2 3 4 6 7 oil `_ � // , / �IIIII Y ilikil,,Hi‘iiippirip P 16 , 15 14 13 12 11 10 9 8A 4x6 1.54 11 3x8= 44= 0-3-8(0-1.8) 844#/0# 6-5-10 7-6-12 5-4-8 6-4-2 6-4-14 7-3-12 7.5-4 9-0-12 147-0 ` 5-4-8 . 0-11-100.0120-10-2O14 1-6-0 + 5-6-4 0-0-12 0-1-8 Plate Offsets(X,Y)— [1:Edge,0-1-81,[3:0-1-8,Edge],[4:0-1-8,Edge],[12:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(TL) -0.2011-12 >863 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.78 Vert(TL) -0.31 11-12 >562 240 BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:81 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP SS(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=844/0-3-8 (min.0-1-8),8=891/Mechanical FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 16-17=-843/0,1-17=-842/0,7-8=-886/0,1-2=-841/0,2-3=-2021/0,3-4=-2590/0,4-5=-2588/0,5-6=-2142/0,6-7=-890/0 BOT CHORD 15-16=0/44,14-15=0/1564,13-14=0/2590,12-13=0/2590,11-12=0/2708,10-11=0/2708,9-10=0/1674,8-9=0/0 WEBS 5-11=0/168,1-15=0/1084,2-15=-1005/0,2-14=0/636,3-14=-859/0,3-13=0/301,5-12=-392/103,4-12=-92/0,7-9=0/1185,6-9=-1090/0,6-10=0/650,5-10=-724/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Use USP MSH422(With 10d nails into Girder&10d nails into Truss)or equivalent at 9-0-12 from the left end to connect truss(es)F07(1 ply 2x4 SP)to front face of top chord,skewed 0.0 deg.to the right,sloping 0.0 deg.down. 8)Fill all nail holes where hanger is in contact with lumber. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-16=-10,1-7=-100 Concentrated Loads(Ib) Vert:5=-164(F) Truss — 1JTruss Type ;Oty Ply ■ 882110 FTOt FLOOR 13 -.- !Job Reference(optional) Building—Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MITek Industries,Inc.Tue Jan 19 11:06:14 2016 Page 1 ID:FOp6ELx916x0g8baddDVnOyl fSU-14aWRmglgwAOxYsuw5xPX05A1 xetE_niVM2BiRztg87 3-9-8 7-55- { 11-1-0 — 14-7-0 3-9-8 I 3-7-12 3-7-12 3-6-0 — Scale:1/2"=1' 2x4 I I 3x4= 3x5= 3x5= 2 3x4= 3 4 5 t - { } I- I I U W1 w2 w1 -� \\ w1 Wz w1 w1 780/0# 9 8 7 3x5— 7801/0# 2x4 3x5 -, 3x8= 2x4 USP THD26 USP THD26 3-9-8 7-5-4 1 11-1-0 --- 1 14-7-0 3-9-8 3-7-12 3-7-12 3.6-0__ Plate Offsets(X,Y)- [1:0-2-4,0-1-8],[9:0-2-4,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/defi Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) -0.06 8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.34 Vert(TL) -0.09 8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:78 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=786/Mechanical,6=786/Mechanical FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-10=-761/0,1-2=-1099/0,2-3=-1417/0,3-4=-1417/0,4-5=-1037/0,5-6=-763/0 BOT CHORD 9-10=0/33,8-9=0/1099,7-8=0/1037,6-7=0/28 WEBS 1-9=0/1221,2-9=-568/0,2-8=0/365,3-8=-354/0,4-8=0/435,4-7=-586/0,5-7=0/1182 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss SIT FLAT GIRDER Qty Ply A0082560I — - 882170 FG04 I AT GIRDER 11 f 3 Job Reference(optional) Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2915 Print 7.620 s Apr 30 2015 I Tek Industries,Inc.Tue Jan 19 11:06:14 2016 Page 1 I D:FOp6ELx916x0g8badd DVnQylfSU-14a WRmglgwAQxYsuw5xPX0517xbZEvu iV M2Bj Rztg87 2-11-9---. 1 5-7-10 I 8-3-H I _ 10-8-4 — i 16-2-8 2-11-9 -- 2-8-1 2-8-1 2-4-9 5-6-4 Scale=1:27.2 3x6 II 4x6= 6x8= 5x6 1 5x6_ 2 15 34x5= 4 5 6 16 7 T1 T2 I 51 W21 \ N1\ \ 4 W1 5 W1 B1 IA 82 `~ n fl nn n n nn nn nn x ,, 17 73 12 18 11 19 10 20 [f 21 22 1608y/-345# 14 NAILED 4x6= 4x6 3x4 NAILED 5x8- 9 NAILED NAILED 2x4 il 354 ! NAILED NAILED NAILED 3x6 0- g115) 0-3-8 USP THDH26-3 4933#/-1072# 10181#!-2171# 2-11-9 5-7-10 8.3-11 10-8-4 16-2-8 2-11-9 2-8-1 I 2-8-1 2-4-9 5-6-4 Plate Offsets(X,Y) [1:0-2-4,0-2-8],[9:0-2-4,0-1-8],[10:0-2-0,0-2-8],[13:0-2-4,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.04 11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.56 Vert(TL) -0.07 11 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.96 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:368 lb FT=20% LUMBER- BRACING- TOP CHORD 2x8 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:9-10. REACTIONS. (lb/size) 14=4933/0-3-8 (min.0-1-15),8=1606/Mechanical,9=10181/0-3-8 (req.0-4-0) Max Uplift14=-1072(LC 4),8=-345(LC 5),9=-2171(LC 5) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-14=-4681/975,1-2=-5283/1146,2-15=-6175/1343,3-15=-6175/1343,3-4=-2632/593,4-5=-2632/593,5-6=-341/1590,6-16=-341/1590,7-16=-341/1590, 7-8=-1517/331 BOT CHORD 14-17=-44/196,13-17=-44/196,12-13=-1146/5283,12-18=-1146/5283,11-18=-1146/5283,11-19=-1343/6175,10-19=-1343/6175,10-20=-1590/341, 9-20=-1590/341,9-21=-39/153,21-22=-39/153,8-22=-39/153 WEBS 1-13=-1308/6037,2-13=-3208/593,2-11=-256/1076,3-11=-540/257,3-10=-4273/905,4-10=-941/204,5-10=-1171/5296,5-9=-8908/1733,7-9=-1838/396 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)WARNING:Required bearing size at joint(s)9 greater than input bearing size. 8)Refer to girder(s)for truss to truss connections. 9)Provide metal plate or equivalent at bearing(s)9 to support reaction shown. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1072 lb uplift at joint 14,345 lb uplift at joint 8 and 2171 lb uplift at joint 9. 11)Load case(s)1,2,12 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-7=-978,8-14=-10 Continued on page 2 Job Truss !Truss Type Qty Ply A0082580I 8Building i Component Supply.Green Springs.FL FLAT GIRDER Run:7.620 s Apr 90 e2 Job Reference(optional)_ ZO75 Print:7.620 s Apr 30 2015 WSTek Industries.Inc.Tue Jan 79 11:06:14 2016 Page 2 ID:FOp6ELx946x0g8baddDVnQylfSU-14aWRmglgwAQxYsuw5xPXO517xbZEvuiVM2BjRztq87 LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:14=-1(F)13=-125(F)9=-125(F)17=-125(F)18=-125(F)19=-125(F)20=-125(F)21=-125(F)22=-125(F) 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-7=-821,8-14=-10 Concentrated Loads(Ib) Vert:14=-1(F)13=-109(F)9=-109(F)17=-109(F)18=-109(F)19=-109(F)20=-109(F)21=-109(F)22=-109(F) 12)Dead:Lumber Increase=0.90,Plate Increase=0.90 Pit.metal=0.90 Uniform Loads(pIf) Vert:1-7=-349,8-14=-10 Concentrated Loads(Ib) Vert:14=-1(F)13=-63(F)9=-63(F)17=-63(F)18=-63(F)19=-63(F)20=-63(F)21=-63(F)22=-63(F) Job :Truss ;Truss Type -Qty I Ply I A0082565 Building Component Supply.Green Cove Springs,FL FLOOR Run:7.6 4 1 Job Reference(optional) ^9 20 s Apr 30 2015 Print:7.620 s Apr 30 2015 IviTek Industries,Inc.Tue Jan 1911:06:142016 Page—1 I D:FOp6ELx916x0g8badd DVnQylfSU-14a W RmglgwAQxYSUw5xPX053CXiQE0a iVM2BjRztg87 5-5-0 10-8-4 16-2-8 5-5.0 5-3-4 5-6-4 Scale=1:26.8 3x4 - 3x6— 2x4 ■ 3x4= 3x4= 1 2 3 4 5 T1 T2 - -- _ _ I 5-.i 4 1/1 1 Y' WZ` lV1 �, W3 . N ' ' I le IL riri y 0 9 . 7 24V-209 2x4 3x8= 3x4= 3x6= 2x4 II 0-3-8(0-1-8) 0-3-8(0-1-8) 528#/0# 1051#/0# 5-5-0 i 10-8-4 I 16-2-8 { 5-5-0 55-3-4 5-6-4 Plate Offsets(X,Y) [1:0-1-8,0-1-8],[5:0-1-8,0-1-8],[9:0-2-0,0-1-8] _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 I Plate Grip DOL 1.00 TC 0.71 f Vert(LL) -0.03 9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 1 BC 0.12 Vert(TL) -0.05 9-10 >999 240 BCLL 0.0 i Rep Stress Ina YES 1 WB 0.47 Horz(TL) -0.00 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix-M) Weight:82 lb FT=20% • LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer j Installation guide. , REACTIONS. (lb/size) 10=521/0-3-8 (min.0-1-8),6=179/Mechanical,8=1051/0-3-8 (min.0-1-8) Max Uplift6=-20(LC 3) Max Gray 10=528(LC 3),6=249(LC 4),8=1051(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-10=-496/0,1-2=-744/0,2-3=-744/0,3-4=-744/0,4-5=0/170,5-6=-224/40 BOT CHORD 9-10=0/61,8-9=-170/0,7-8=0/62,6-7=0/62 WEBS 1-9=0/736,3-9=-582/0,4-9=0/980,4-8=-909/0,5-8=-211/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)The Fabrication Tolerance at joint 2=20%,joint 7=20% 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 20 lb uplift at joint 6. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss 1Truss Type -OtY IPIY A0082589 8821T0 p ne , 114 -------jcommonSwauralceble----- n:7620$Apr 16 O�g8b Print: 0sApr304aWRmglkgwAOxYs,5xPX08an1911:136:14 E 26 Paage1 Job Reference(optional) Building Component Supply,Green Cove Springs.FL l Run:7.6 4-6-0 8-8-8 12-10-4 17-3-8 . 4-6-0 4-2-8 4-1-12 4-5-4 4x5 Scale=1:42.2 3 7.00 12 2x4 II 12 13 4x5 2 > I2 14 11 ' /X' \\\. 2x4 2 x 4 1 i 5 1 ST1 W3 W4 \\, Pi- 4} B1 B2 •.•.•.❖.•.❖.•.•.❖4•••••••••••...❖.❖.: [Job Truss Type Qty Y ■ A0082590 8821TO 115 Roof Special 1 1 i 1Truss Job Reference(optional) __- J Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print':7.620 s Apr 30 2015 Wok Industries,Inc.Tue Jan 1911:06:15 2016 Page 1 ID:FOp6ELx916xOg8baddDVn0y1fSU-VG8uf5rNbEIHZi04UpSe4beGSL?jzUFsjOokGtztg86 46-0 8 15-1-0 1738 i 4-6-0 4-2-8 6-4-8 2-2-8 4x5 Scale=1:39.0 3 7.00 12 12 . �\\ 13 4x5 ' \72 2 � 1� \,, ��.; 4 4x5= 2x4 I I 5 s =i 2x4 I1 I /� � cp 1 6 9 m� 7 Era 10 6 3x4= 8 = g 0-5-8(03148) 0.14((F1.8) 0.5.8(41-8) 443#1-101# 695#/-288# 233#1-132# 5-9-14 1114-4 1738 5-9-14 - 1 5-11.4 I Plate Offsets(X,Y)— [3:0-2-8,0-1-121,[6:0-1-12,0-1-8] -- LOADING(psf) SPACING- 2-0-0 1 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 1 TC 0.51 Vert(LL) 0.08 6-8 >818 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.07 6-8 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.44 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:104 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=221/0-5-8 (min.0-1-8),8=695/0-5-8 (min.0-1-8),10=443/0-5-8 (min.0-1-8) Max Horz 10=-170(LC 10) Max Uplift6=-132(LC 12),8=-288(LC 12),10=-101(LC 12) Max Grav6=233(LC 22),8=695(LC 1),10=443(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-11=-174/103,2-11=-136/115,2-12=444/162,3-12=-405/182,3-13=0/139,4-13=-68/44,4-5=-18/31,5-6=-21/37, 1-10=-194/111 BOT CHORD 9-10=-122/390,8-9=-17/172,7-8=-102/150,6-7=-102/150 WEBS 2-9=-235/188,3-9=-93/370,3-8=-491/176,4-8=-253/193,4-6=-229/115,2-10=-363/49 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 8-8-8,Exterior(2)8-8-8 to 11-8-8,Interior(1)15-1-0 to 17-1-12 zone;end vertical left exposed;porch right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 132 lb uplift at joint 6,288 lb uplift at joint 8 and 101 lb uplift at joint 10. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I ,lob Truss Truss type 1 ---n (882170 —1—�T16 Roof Spada! i 1 A0082591I Job Reference(optional) I 8u8uildirg Component Supply Green COVe Sprigs.FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 69Tek Industries,Inc.Tue Jan 1911:06:15 2016 Page 1 ID:FOp6ELx916x0g8baddDVroDyIfSU-VG8uf5rNbEIHZi04UpSe4be1_LwnzTEsjOokGtztg86 1___ 4.6.0 I 8-8-8 I 11-5-8 --i- t3-1-0 I 17-3 6 I 4-6-0 4-2-8 2-9-0 1-7-8 4-2-8 5x6= Scale=1:38.8 3 piu 7.00 12 -j �� 2x4 " 4x5. �� \ 14 5 4x5= 2x4 II 2 ;/j 6 12 �i 2 • . N 2x4 II UI :k A V — 3x4 L 9 __Al 5x8 N WI MI 10 9 11 3x4- 308= 2X4 II 0-5-8(0-1-8) 0-3-8(0-1-8) 680#/-162# 8-8-8 I 11-5-8 I 17-3-8 680#/-195# 8-8-8 2-9-0 5-10-0. Plate Offsets(X,Y)-- [3:0-2-8,0-1-12],[8:0-2-12,0-2-81[11:0-1-12,0-1-8]_- LOADING(psf) SPACING- 2-0-0 I CSI. DEFL in (loc) Udefl Ud PLATES GRIP 1 TCLL 20.0 TCDL 10.0 Plate Grip DOL 1.25 1 TC 0.41 Lumber DOL 1.25 i BC 0.62 Vert(LL) -0.14 10-11 >999 240 Vert(TL) -0.3510-11 >581 180 MT20 244/190 BCLL 0.0 * Rep Stress Incr YES ! WB 0.50 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:111 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins, except ROT CHORD 2x4 SP No.2*Except end verticals. B2:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. —_— REACTIONS. (lb/size) 7=680/0-3-8 (min.0-1-8),11=680/0-5-8 (min.0-1-8) Max Horz 11=-154(LC 10) Max Uplift7=-195(LC 12),11=-162(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-12=-207/78,2-12=-168/91,2-13=-645/222,3-13=-621/241,3-4=-1157/448,4-14=-1104/397,5-14=-1127/390, 5-15=-53/12,6-15=-53/12,6-7=-130/89,1-11=-208/95 BOT CHORD 10-11=-277/638,9-10=-22/6,8-9=-52/0,4-8=-151/110,7-8=341/1185 WEBS 2-10=-212/175,3-10=-121/69,8-10=-157/606,3-8=-334/862,5-8=-326/173,5-7=-1233/467,2-11=-659/219 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 8-8-8,Exterior(2)8-8-8 to 11-8-8,Interior(1)13-1-0 to 17-1-12 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 195 lb uplift at joint 7 and 162 lb uplift at joint 11. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type I Qty Ply 882170 717 Roof Special 11 1 A00A0082591 Job Reference(optional] Building Component Sup*:Green Cove Spings,FL Run:7.620 s Apr 30 2015 Pmt 7.620 s Apr 30 2015 MiTek Industries.Inc.-rue Jan 1911:06:15 2016 Page 1 ID:FOp6E Lx916x0g 8 badd DVnQylfSU-VG8uf5rN bE I HZiQ4UpSe4bel_LwnzUfsjOokGtztg86 4-6-0 8-8-8 11-1-0 4. 17-3-8 5 {— 40 I 4-2-8 f 2-4-8 6-2-8 5x6-- Scale=1:38.6 3 r�,�... 44x5— 3x4= 7.00 12 5 6 4x5% 1,3„...-----:---'-" \a'� 4 15 '• 2 71._----- 71. -- - / N/ � 12 • h" -- 2x411 �1i :k�J 1 y ��/N2 \ \ 2x4 11 B1 : ! 6 3x8= 2x4 11 0-58(0-1-8) 0-3-8(0-1-8) 680#/-150u 8-8-8 1158 I 17-3-8 680#/-209# 8-8-8 2-9-0 5-10-0 Plate Offsets(X,Y)-- [3:0-2-8,0-1-12],[4:0-2-12,0-2-4],[8.0-2-8,0-2-12],[11:0-1-12,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.14 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.3510-11 >584 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.41 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:112 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc purlins, except BOT CHORD 2x4 SP No.2'Except' end verticals. B2:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=680/0-3-8 (min.0-1-8),11=680/0-5-8 (min.0-1-8) Max Horz 11=190(LC 12) Max Uplift7=-209(LC 9),11=-150(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-12=-206/78,2-12=-168/90,2-13=-636/202,3-13=-577/222,3-4=-1094/440,4-5=-932/351,5-14=-960/365, 14-15=-960/365,6-15=-960/365,6-7=-618/286,1-11=-207/95 BOT CHORD 10-11=-310/654,9-10=-25/9,8-9=-52/0,5-8=-796/379,7-8=-14/37 WEBS 3-10=-119/86,2-10=-220/180,8-10=-189/612,3-8=-348/858,6-8=-394/1032,2-11=-659/201 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 8-8-8,Exterior(2)8-8-8 to 11-1-0 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 209 lb uplift at joint 7 and 150 lb uplift at joint 11. 7)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard rruss ITruss Ty-Pe Ply a0082591 ;btTO 118 Half Hip 1 1 ,Job Reference(optional) 8lxldirg Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 t4Tek Industries.Inc.Tue Jan 19 11:06:16 2016 Page 1 I D:FOp6ELx916xOg8badd DVnQyIfSU-zSiHsRsOMY08Bs7G2 WztcpAT1 IGYixH7ygXHoJztg85 44-12 8-4-0 11-5-8 17-3-8 4-3-12 4.0.4 3-1-8 5-10-0 5x6. Scale=1:38.5 2x4 3x4= 3 4 12 13 5 7.001-1-2- ;-i�% %/j 4x5%2 // 1 2x4 Ii // NBE :k \ 4x10= '� ;i" 2x411 q IMF 4N IP 10 8 8 3x8= 2x4 I' 0-5-8(0-1 8) 0-3-8(0-1-8) 680#/-134# 680#/-268# 8-4-0 11-5-8 17-3-8 8-4-0 I 3-1-8 I 5-10-0 Plate Offsets(X,Y)- [3:0-1-4,0-2-4],[7:0-4-12,0-2-4),_(10:0-1-12,0-1-8] ______________ LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.12 9-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.31 9-10 >655 180 BCLL 0.0 * Rep Stress Incr YES WB 0.39 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:115 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2`Except' end verticals. B2:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=680/0-3-8 (min.0-1-8),10=680/0-5-8 (min.0-1-8) Max Horz 10=238(LC 12) Max Uplift6=-268(LC 9),10=-134(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-11=-194/73,2-11=-158/85,2-3=-644/208,3-4=-668/297,4-12=-686/305.12-13=-686/305,5-13=-686/305,5-6=-621/317, 1-10=-196/89 BOT CHORD 9-10=-364/654,8-9=-32/0,7-8=-32/0,4-7=-316/236,6-7=-9/23 WEBS 2-9=-221/185,3-9=-116/121,7-9=-245/603,3-7=-165/302,5-7=-362/809,2-10=-668/193 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 8-4-0,Exterior(2)8-4-0 to 12-6-15 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 268 lb uplift at joint 6 and 134 lb uplift at joint 10. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard , [Job ,Truss Truss Type lay Ply A0082594'i 8821 TO 719 Half Hip '1 1 Job Reference(optional) Building Component Supply.Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2915 MTek Industries,Inc.Tue Jan 1911:06:16 2016 Page 1 ID:FOp6ELx916xOg8baddDVnOylfSU-zSiHsRsOMYQ8Bs?G2WztcpAPtIlPixT?ygXHoJztg85 5-3-12 10-4-0 11-5.8. 17-3-8 , 5-3-12 5-0-4 3 1-1-8 5-10-0 4 4x5 t- 14 T215 18 I Scale=1:38.7 1: 7.00'12 i/ 3x4 13:„---- 2 T ao ,.` / °� 12 3x4 ---' IM / — 1 I • B2 W / i 2x4 II 2x4 II Q `�— IW2 4/ ��ccc N9 • • 10�_ 9 8 7 3x8= 2x4 11 0-5-8(0-1-8) 0-3-8(0-1-8) 2x4 II 686#/-1126 69161-2496 5-3-12 10-4-0 11-5-8 17-3-8 i - 5-3-12 5-0-4 . 1-1-8 5-10-0 Plate Offsets(X,Y)-- [1:0-1-8,0-1-8],[2:0-1-12,0-1-8],[4:0-1-12,0-1-8],[6:0-2-8,0-2-8] LOADING(psf) ' SPACING- 2-0-0 CSI. DEFL in (loc) l/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.09 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.23 5-6 >874 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:118 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc purlins, except BOT CHORD 2x4 SP No.2'Except' end verticals. B3:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=691/0-3-8 (min.0-1-8),10=686/0-5-8 (min.0-1-8) Max Horz 10=286(LC 12) Max Uplift5=-249(LC 9),10=-112(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-12=-790/153,2-12=-699/168,2-13=-712/222,3-13=-633/244,3-14=-560/264,14-15=-560/264,15-16=-560/264, 4-16=-560/264,4-5=-618/339,1-10=-639/172 BOT CHORD 9-10=-317/345,8-9=0/12,7-8=0/0,5-6=-11/28 WEBS 2-9=-257/198,2-6=-191/85,6-8=0/125,3-6=-33/126,4-6=-326/695,1-9=-44/567,6-9=-368/773 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 10-4-0,Exterior(2)10-4-0 to 14-6-15 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 249 lb uplift at joint 5 and 112 lb uplift at joint 10. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 11 I _ s Type Job Truss i7russ T IOty 'Ply � A0082595 8821 TO 1720 !Hag Hp 1 1 l Job Reference(optional)_Building Component Supply,Green Cove Springs.FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc. Tue Jan 19 11:06:16 2016 Page 1 I D:FOp6ELx916x0g8badd DV nQylfSU-zS iHsRsOMYQB Bs7G2 WztcpAUYIK9i rYtyg XHoJztg85 I 5-10-12 11-5-8 72-4-0 17-3-8 5-10.12 5-6-12 0-10-8 4-11-8 5 4 . 3 4x5`w 14 T2 15 II I Scale=1:44.2 2x4 , 7.00 ITI 12 3x4 2�'. W8 - �j B m • 1�/ W4 3x4 v ! SIM 1 -/ k. 18 17 3x 4 .Q n - 4x10= 4= N 1 0 9 8 0-5-6((b- -8) 3x8= 2x4 II 0-3-8(0-1-8) 680#/-93# 717#/-263# 5-10-12 11-5-8 17-3-8 5-10-12 5-6-12 I 5-10-0 Plate Offsets(X,Y)-- [1:0-1-4,0-1-8],12:0-1-12,0-1-8],[4:0-2-8,0-1-4],[7:0-4-12,0-2-0],[9:0-2-8,0-1-8] _ LOADING(psf) 1 SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.05 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.12 6-7 >999 180 BCLL 0.0 • Rep Stress[nor YES WB 0.81 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:128 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. B2:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=680/0-3-8 (min.0-1-8),10=680/0-5-8 (min.0-1-8) Max Horz 10=334(LC 12) Max Uplift6=-263(LC 12),10=-93(LC 12) Max Grav6=717(LC 17),10=680(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-11=-784/110,2-11=-694/127,2-12=-647/166,3-12=-572/190,3-4=-616/279,4-13=-11/3,13-14=11/3,14-15=-11/3, 5-15=-11/3,5-6=-137/99,1-10=-627/149 BOT CHORD 9-10=-372/413,8-9=-15/3,7-8=0/90,3-7=-254/177,7-16=-200/405,16-17=-200/405,6-17=-200/405 WEBS 2-9=-235/188,7-9=-366/797,2-7=-247/112,4-7=-299/752,4-6=-661/328,1-9=0/537 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 12-4-0,Exterior(2)12-4-0 to 16-6-15 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 263 lb uplift at joint 6 and 93 lb uplift at joint 10. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard - [Job toles TiussType Qb i Ply ' A0oe2596 882170 121 T k Industries,Inc Toe Jan 19 11:06:16 2016 Pagel I 1_ 1 !JobReference(optionaQ Building Component Supply,Green Cove Spines,Ft. — Run;7.620 s Apr 30 2015 Print:7.629 s Apr 30 2015 hi e ID:FOp6ELx916x0g8baddDVnQyIfSU-zSiHsRsOMYQ8Bs7G2WztcpAUdJdgF 7ygXHoJztg85 5-10-12 11-5-8 14-4-0 17-3-8 I –• � 510-12 5-6-12 2-10-8 2-11-8 6 7.00 12 4x0-'. T3 I I Scale=1:49.0 3x8 2x4 3 1\ I 4 IA- 30:: 5 // 3x4 f - j �/ ^ g 12� - /j W4\ ` "�� W / 7 -k 4 1/ q �, 14!4x10: N i1 10 9 0-528(b-1-8) 3x8 2x4 II 0-3-8(0-1-8) 680#/-&8g 758tH-289# 5-10-12 ■ 11-5-8 { 17-3-8 5-10-12 5-6-12 5-10-0 Plate Offsets(X,Y)- [1:0-1-4,0-1-8],[2:0-1-12,0-1-8],[5:0-2-8,0-1-8],[8:0-4-12 0-2-0],[10:0-2-8,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.06 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.14 7-8 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.84 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:133 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2'Except' end verticals. B2:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. , REACTIONS. (lb/size) 7=680/0-3-8 (min.0-1-8),11=680/0-5-8 (min.0-1-8) Max Horz 11=382(LC 12) Max Uplift7=-289(LC 12),11=-68(LC 12) Max Grav7=756(LC 17),11=680(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-12=-784/62,2-12=-693/78,2-3=-645/114,3-4=-524/138,4-5=-650/259,5-6=-7/0,6-7=-80/57,1-11=-627/118 BOT CHORD 10-11=-419/460,9-10=-18/4,8-9=0/90,4-8=-322/218,8-13=-121/238,13-14=-121/238,7-14=-121/238 WEBS 2-10=-239/179,8-10=-369/827,2-8=-236/113,5-8=-362/879,5-7=-671/347,1-10=0/536 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 14-4-0,Exterior(2)14-4-0 to 17-1-12 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 289 lb uplift at joint 7 and 68 lb uplift at joint 11. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job 'Truss 'Truss Type Qty i Ply ' A0082588 882170 1 773 Hip Girder Run:7.6 1 1 Job Reference(optional) Building Component Supply,Green Cove Spnngs,FL ---_--- 20$Apr 30 2015 Print:7.620$Apr 30 2075 MiTek Industries, Tue Jan 19 11:06:17 2016 Page t ID:FOp r 30 206xOg8b7.620 s pr 30 2-RfGf4nsedrY_osaT Inc..Tue Jan 191 jRN?7 2016 Page 1 1-8-0 . 4-8-8 6-0-8 , 7.4-8 8-8-8 10.0-8 11,4-8 12-8-8 I 1.5.9-0 17-5-0 - 1-8-0 -' 3.0-8 _ 1-4-0 ' 1-4-0 1-4-0 ' 1-4-0 ` 1-4-0 1-4-0 3-0-8 1 1-8-0 4x5 Scale=1:41.2 1 i 11 1 351 ,\, 13 7 : \� 15 7.00N12LED NAILE 5 :" y._y. 17 19 4x5 - 4x5 4x5= 34 NAILE !. 4x5 in - ■�� ■ ■ ��= ■ c_r■ dol 3x4 3x4 i.�-•l ltm_lllrL•_i: TIIYMIHli • - 21 kr,. r.■. 18 r 74 1 T1 ' 7. r - a N -7 ` 4 VV1 `\� ,4-----_______________ W N di1=' III fit i1Lmmiml♦■■ -- ■ 26 29 30 31 32 25 33 24 23 27 NAILED NAILED NAILED NAILED 3x6 3x8 22 0-3/316.1.8) 3x8 0-3-8(0-1-8) 599#/-529#NAILED 728#/-409# NAILED 1-8-0 8-8-8 - 15-9-0 17-5-0 . 1.8.0 I 7-0-8 7-0-8 1-8-0 - -._ Plate Offsets(X,Y)- [1:0-1-12,0-1-81,[20-2-12,0-2-0],[3:0-3-4,0-2-4],[10:0-5-0,0-2-8],[18:0-2.8,0-2-41,[20:0-0-8,0-2-0] [21:0-1-12,0-1-8],[27:0-2-12,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 1 Vert(LL) 0.10 25-26 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.13 23-25 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.49 Horz(TL) 0.02 22 n/a n/a BCDL 10.0 1 Code FBC2014/TP12007 (Matrix-M) � Weight:137 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. Except: WEBS 2x4 SP No.3 6-0-0 oc bracing:18-20 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s):10,14,4 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer , In stallation guide. , REACTIONS. (lb/size) 27=597/0-3-8 (min.0-1-8),22=728/0-3-8 (min.0-1-8) Max Horz27=-208(LC 6) Max Uplift27=-529(LC 8),22=-409(LC 8) Max Gray 27=599(LC 30),22=728(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-543/513,2-28=-486/493,3-28=-486/493,3-4=-213/346,4-6=-213/346,6-8=-213/346,8-10=-213/346,10-12=-418/372 ,12-14=-418/372,14-16=-418/372,16-18=-418/372,18-20=-643/459,19-20=-47/0,20-21=-675/389,1-27=-622/561, 21-22=-749/393,3-34=434/230,5-34=-395/225,5-7=-396/264,7-9=-376/280,9-35=-375/327,11-35=-346/322, 11-13=-378/328,13-15=-382/284,15-17=-401/263,17-18=-436/228 BOT CHORD 27-29=-197/188,26-29=-197/188,26-30=-638/878,30-31=-638/878,31-32=-638/878,25-32=-638/878,25-33=-638/878, 24-33=-638/878,23-24=-638/878,22-23=-41/34 WEBS 2-26=-186/127,10-26=-493/293,10-25=-74/258,10-23=-343/337,20-23=-307/251,1-26=-573/647,21-23=-467/830, 10-11=-175/250,12-13=-86/89,14-15=-37/27,16-17=-80/64,4-5=-63/64,6-7=-34/32,8-9=-85/87 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 529 lb uplift at joint 27 and 409 lb uplift at joint 22. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148`x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Continued on page 2 Job ITruss Truss Type �Y -Ply —• ' A0082588 , 1882170 T13 ---- Hip Girder 1 1 ;Job Reference 2015(optional)Industries,Inc.Tue Jan 19 11:06.17 2016 Page 22I Building Canponent Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 ID:FOp6ELx916x0g8baddDVnOy1fSU-Rf Gf4nse7rY_oOaTbEU690jbw8ejRN78BKHrKlrig84 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pIf) Vert:1-2=-60,2-3=-60,18-20=-60,19-20=-60,20-21=-60,22-27=-20,3-11=-60,11-18=-60 Concentrated Loads(lb) Vert:2=32(B)26=3(B)13=17(B)7=17(B)28=17(B)29=8(B)30=3(B)31=3(B)32=3(B)33=3(B)34=17(B)35=17(B)