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1696 ATLANTIC BEACH DR - REVISION TRUSSES t 4 j*:),,, .t: f,:-, j ,e4-,,? CITY OF ATLANTIC B + CH--�_ j .. ,,, ' OFFICE COPY 800 SEMVILNOL a ROAD ("\.., . .. ATLANTIC BEAU",FL 32233 r ` (904)24 -MOO c■c"AJJ31c�- Revision Request Sheet Date: 1 I ii(0 f 15 Received by: Resubmitted: bmltted: Permit Number: 15 -S-Fr---.1° -8(.3 _ Clearance Sheet Number:_______ilk. ._ Original Plans Examiner: __ ____ —�.__ ___ Project Name: - Project Address: 11-Oq(9) ftt a C1ntl C.� C (Vi. ,q f5 i--1. 2 1 — C'ontractol° T0 l l •�3r(� i i'1 G 1 u. L_----__.._---_.___. .. ---Contact Name:_./5)lets R c -er-wc Contact Phone Number: 1 21 Ol�� go- - _. .__ _..-..._ __ Contact Fax Number:_ _ �Q 2[Ij Revision/Plan Check/Permit Fee(s)Due:$ _ Description of Proposed Revision to Existing Permit: — Pending Hold: _ _ r Structural: nipped i'l(AY'iCU othex- SIC.1 DP house 3 eOveReci e..eaf n�._ a.n 2ie sc F-f Plumbing: Mechanical: ---- Electrical: • Misc.: Additional Increase in Building Value:$� • 140 — — Additional Square Footage: q1OZ Clearance Sheet/Site Plan Revised: __ Environmental Health Approval: By signing below,I(p• ..mej _.__. �.(j Rog-er affirm that the above revision is inclusive of the proposed chang • fip 0 Ala / 1 Signature of Contr ctor/Agen (C ntractor must sign if increase in Iua11ou Date —� Office Use Only — Pi �-- V • Date: �� r `/ Approved: Rejected: No by:--- inl Plan Review Comm nts: NOV 2 (l ��is _____Gt_c_12tole'L eel, .130411‘____Mc4) Yr2---19.9 , .ms . C Ds--4 w;nS y 0n1 ). --- in - - 2 -��--' Plans Examiner Date Cruhd08/651p8jb 16 U t LQ t tO LfS..0ll, ttoe 4- zOl1/4-)I. . Pi, 6,LLc \k)©( .k( Po 8- -__QJ t -cc FS OFFICE COPY NToll Architecture r...\\ MEMO TO: Stacia Moore Atlantic Beach Legacy 160 Cape May Avenue Ponte Vedra, Florida 32081 REVISION BP# CC: Ashley Rodgers 81./5 S Fe— �l 3 FROM: Shannon VanCleave, AIA DATE 1Z l /�- Toll Brothers, Inc. SIGNED /71 DATE: September 24,2015 �<JJ RE: Atlantic Beach Legacy—Lot 82 Franklin/Coastal RFI#116681 Architectural Plan/Revision On the above referenced lot,this letter shall be used to revise or clarify the following condition(s): 1. Revised Covered Lanai roof and location; clouded and tagged on sheets A1.82, A2.82,A3.82, A5.82,A5.1.82,A7.82, M1.82, M2.82,E1.82 and E2.82. 2. Removed sliding glass door and added French Doors; clouded and tagged on sheets A1.82, A2.82, A3.N, A5.1.82,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, Shannon VanCleave,AIA AR97080 FLORIDA DIVISION 2966 Commerce Park Drive Suite 100 • Orlando,FL 32819 • (407)248-5800 • FAX:(407)248-5899 PHILADELPHIA•ORLANDO • DALLAS • SEATTLE A `Toll cBmthers COMPANY I I 1 REVISION ISION BP# !S- SFR- T-11 DATE)/ ___/ T SIGNED Yn Floor Truss Connector List '3of Truss Connector iSt Manut Product Qty 'smut Product F USP MSH422 4 ISP JU 4 — 0 USP THD46 5 _ USP THD26 18 66o7. 910.on 661103 r 34040 144303 114306 t FOE01 , ■4 "11111 ' 0 1= E E ! E ,- . ■ 8 is .K- 8 - ,. :1 � - .� .. Tie . 7. ,. --__ .1a 1 � ./ _ na 1, 1 ti I 1 1‘ .. 1 ' 10 ilir i ' $ • . IliIIIII 7 4401 I 011)03 1 17.1016 I +m 6/001 e60Fm �T� C llv � D t I FIRST FLOOR LAYOUT SCALE: NTS I ,.,,,_Q., ., , BCS 1 BUILDING COMPONENT SUPPLY, INC, 4627 JP HALL BLVD. SUITE 208 GREEN COVE SPRINGS, FL 32043 0: 904.297.9390 F: 904.529. 1 406 ISOM I50140 saao BEARING HEIGHTS ,,�� — 1 91- 1 1 /811 -ma.= ianimE�'omiissimmi i of 1 D1- 1 1 /811 0 - _ ����►���� 2 D 1-7.I P 3.0003 I P. • 7 Mill 1 20140 I `m°° timi 2�� ,, _ _ . _inn �4 A THIS IS A TRUSS PLACEMENT ,,;a, DIAGRAM ONLY. © _ / -I _ These trusses are designed as - TM _ 1 individual building components to be • .A - 1,a,a; incorporated into the building design at _______;_,L,.._ '•- -� .i the specification of the building _ If designer. See individual design sheets - ° -- - TO? _ ,m„ E A ± for each truss design identified on the ZLL _ placement drawing.The building �^ "": designer is responsible for temporary t and permanent bracing of the roof and _ floor system and for the overall 9r/I•1M� II ''' I ' structure. The design of the truss.- RINI 111'? ! � � I $ .�•--- --------•---••--- support structure including headers, I beams, walls, and columns is the "°"° ..,,m { �0D responsibility of the building designer. o For general guidance regarding bracing, consult"Bracing of Wood Trusses"available from the Truss Plate 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. CLIENT TOLL BROTHERS SUBDIVISION ATLANTIC BEACH MODEL THE FRANKLIN Illlli ELEVATION COASTAL LOT # DRAWN BY CB DATE SECOND FLOOR LAYOUT 082 T' 1 1 /20/201 5 REF SCALE: NTS 7327 Building Component Supply, Inc. B C S 4627 J.P. Hall Blvd. Suite 208 Green Cove Springs, FL 32043 EJ LOI,GC3MPONENT SUPPLY,INC Tel: (904) 297-9390 Re : 7327 Date: 11/20/15 Site Information: Project Customer: Toll Brothers Model Name :The Franklin Lot/Block: 082 Subdivision :Atlantic Beach Elevation :Coastal 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 46 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# No. Date Truss ID# SeaI# No. Date Truss ID# Seal# 1 11/18/15 CJO1 A0073495 23 11/18/15 FT01 A0073517 . 45 11/18/15 V01 A0073539 2 11/18/15 CJO2 A0073496 24 11/18/15 FTGO1 A0073518 46 11/18/15 V02 A0073540 3 11/18/15 EJ03 A0073497 25 11/18/15 FTGO2 A0073519 4 11/18/15 EJ04 A0073498 26 11/18/15 HJO3 A0073520 5 11/18/15 EJ05 A0073499 27 11/18/15 T01 A0073521 6 11/18/15 F01 A0073500 28 11/18/15 T02 A0073522 7 11/18/15 F02 A0073501 29 11/18/15 T03 A0073523 8 11/18/15 F03 A0073502 30 11/18/15 T04 A0073524 9 11/18/15 F04 A0073503 31 11/18/15 T05 A0073525 10 11/18/15 F05 A0073504 32 11/18/15 T06 A0073526 11 11/18/15 F06 A0073505 33 11/18/15 T07 A0073527 s ¢,t sale 12 11/18/15 F07 A0073506 34 11/18/15 T08 A0073528 ham; �V w l 13 11/18/15 F08 A0073507 35 11/18/15 T09 A0073529 14 11/18/15 F09 A0073508 36 11/18/15 T10 A0073530 15 11/18/15 F10 A0073509 37 11/18/15 T11 A0073531 16 11/18/15 FG01 A0073510 38 11/18/15 T12 A0073532 17 11/18/15 FG02 A0073511 39 11/18/15 T13 A0073533 18 11/18/15 FG03 A0073512 40 11/18/15 T14 A0073534 19 11/18/15 FGE01 A0073513 41 11/18/15 T15 A0073535 20 11/18/15 FGE02 A0073514 42 11/18/15 T16 A0073536 21 11/18/15 FGE03 A0073515 43 11/20/15 T17 A0073537 22 11/18/15 FGE04 A0073516 44 11/20/15 T18 A0073538 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 Inc.in Green Cove Springs,FL. My license renewal date for the state of Florida is February 28,2017. P Y 9 P Suppy, Note:The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss Digitally signed by Julius Lee components shown.The suitability and use of this component YY„ll/111,,, for any particular building is the responsiblity of the building \,s`J\vvS.,S,K 4'%, DN: c=US, st=Florida,• desinger,per ANSI/TPI-1 Section 2. cEnS F '; 9 P _�*'. ro`��Q,e�/D��n/u�*; I=Boynton Beach, o=Julius �: Lee, cn=Julius Lee, �° STATE OF .\��. email=leeengr @aol.com LORIO.. G ''''';S7�NAE ''`'' , Date: 2015.1 1.20 10:30:19 1j/1111111YY,, -05'00' Page 1 of 1 Job Truss Truss Type Qty Ply A0072953 7327 CJ01 Comer Jack 5 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.Fri Nov 20 10:11:14 2015 Page 1 ID:OS7VY55ZG2cyeh I mU FHn6Hz7_W L-ftUmjTjO?Kfxnxca H8WsKf3ZiAOrSSplexd KBYyH Knh I 1'0"0 H 1-0-0 8.00 FIT Scale:1.5"=1' 2 i 1 /- ,1 T1 i q i 1 0 B1 ' Ir. 3 22#N-11# 3x4= 1-0-0 I 1.04 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 6 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:4 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing 1 be installed during truss erection,in accordance with Stabilizer • Installation guide_____-__ REACTIONS. (lb/size) 1=40/0-5-8 (min.0-1-8),2=19/Mechanical.3=20/Mechanical Max Horz 1=14(LC 12) Max Upliftl=-8(LC 12),2=-9(LC 12),3=-11(LC 12) Max Gray 1=40(LC 1),2=19(LC 1),3=22(LC 3) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-12/7 BOT CHORD 1-3=-21/10 NOTES- 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;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 8 lb uplift at joint 1,9 lb uplift at joint 2 and 11 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 ri Job –Truss TrussType y A0072954 7327 CJO2 Comer Jack 15 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 MTek Industries.Inc.Fri Nov 2010:11:14 2015 Page 1 ID:OS7VYS ZG2cyehlmUFHn6Hz7_WL-ftUmjTjQ?KfxnxcaH8WSKf3ZdAO15SplexdKBYyHKnh F — 1-0-5 1-2-2 1-0-5 0-1-13 6.00 12 , Scale:1.5'=1' 2 i, - It , 1 T1 N r? l 26/ 1.. cc I , O 11 A, PIA 3 3x6 II I 20#3# 3x4= 0-5-12 1-2-2 0-5-12 0-8-6 H Plate Offsets(X,Y)– [1:0-0-0,0-1-5],[1:0.1-9,0-4-0] 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 0.01 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 I BC 0.02 Vert(TL) -0.00 6 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:5 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-2-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE -MiTek recommends that Stabilizers and required cross bracing Left:2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=26/Mechanical,3=20/Mechanical,1=47/0-3-8 (min.0-1-8) Max Horz 1=17(LC 12) Max Uplift2=-10(LC 12),3=-3(LC 12) Max Grav2=26(LC 1),3=20(LC 3),1=47(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-16/10 BOT CHORD 1-3=-21/14 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 B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;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 10 lb uplift at joint 2 and 3 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 7bb I MLSS - 1T Type O ly A0072955 7327 E..103 Jack-Open 33 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. Fri Nov 20 10:11:14 2015 Page 1 lD:0S7VY55ZG2cyehlmUFHn6Hz7_WL-ftUmjTjQ?KfxnxcaH8WsKf3YEANS5SplexdKBYyH nh I — 3-0.0 3-0-0 Scale=1:12.9 2 6.00 12 117#J0# 75#1-291f T1 9 0-5-8(0-1-8) 1 4 /A I 11 3 54#/0# 3x4= 3x6 II 3-0-0 3-0-0 Plate Offsets(X,Y)– (1:0-0-0,0-1-5], LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) l/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.01 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.01 3-6 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) 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. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing i Left:2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=75/Mechanical,3=42/Mechanical,1=117/0-5-8 (min.0-1-8) Max Horz 1=42(LC 12) Max Uplift2=-29(LC 12) Max Grav2=75(LC 1),3=54(LC 3),1=117(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-42/27 BOT CHORD 1-3=-68/46 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 B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;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 29 lb uplift at joint 2. 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 Pf—T r A0072956` y 7327 F_J04 Jack-Open Girder 2 1 , _I-__ Job Reference(optional)___ Building Component Suppy,Green Cove Springs,FL Run:7.620 s Ap r 30 2015 Print:7.620 s Apr 30 2015 neTek Industries,Inc.Fri Nov 20 10:11:15 2015 Page 1 ID:OS7VY55ZG2cyehlmUFHn6Hz7 WL-7428xpk2menoP5Bngr15sscgGaaigvWutbMtj?yHKng 3-0-0 4 5-0-0 3-0-0 2-0-0 l 3-0-0 Special t Scale=1:12.7 2 3 4x5 - -- 6.00 12 T2 // 216#/-17# 58#/-27# - 0-3-8(0-1-8) T1 9 W1 cc' 1 81 111\ a 52x4 i " Special 171#/-20# 3x5 I I 3-0-0 500 _ I 3-0-0 I 2-0-0 Plate Offsets(X,Y)- [1:0-2-4,0-0-7] LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.06 5-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.15 5-8 >386 180 BCLL 0.0 • Rep Stress Incr NO WB 0.03 Horz(TL) 0.09 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 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 1 WEDGE be installed during truss erection,in accordance with Stabilizer , Left:2x4 SP No.3 Installation uide REACTIONS. (lb/size) 3=58/Mechanical,4=171/Mechanical,1=216/0-3-8 (min.0-1-8) Max Horz 1=44(LC 8) Max Uplift3=-27(LC 4),4=-20(LC 8),1=-17(LC 8) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-119/30,2-3=0/0 BOT CHORD 1-5=-34/60,4-5=0/0 WEBS 2-5=183/83 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 B;End.,GCpi=0.18;MWFRS(directional);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 27 lb uplift at joint 3,20 lb uplift at joint 4 and 17 lb uplift at joint 1. 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)141 lb down and 114 lb up at 3-0-0 on top chord,and 42 lb down and 17 lb up at 3-2-2 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 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=-60,4-6=-20 Concentrated Loads(Ib) Vert:2=-17(F)5=-34(F) 1 Job --Truss TrussType —TO1 —TPFy , i I A0072957 7327 EJ05 Jack-Open 16 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 hiTek Industries,Inc. Fri Nov 20 10:11:15 2015 Page 1 ID:OS7VY55ZG2cyehlmUFHn6Hz7_WL-7428xpk2menoP5Bngr15ssclNagHgv2utbMtj?yH ng H_ _ 5-0-0 I 5-0-0 Scale=1:17.9 2 —, ,/ /' I` 6.00112 ,/�— 198#/ 9# 130#/-59# 7j 0-3-8(0-1-8) T1 / ' 9 N 1 a IN B1 I 3 /1 92#/-34# 3x5 I I I 5-0-0 { 5-0-0 Plate Offsets(X,Y)— [1:0-2-8,0.0-7) _LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.08 3-6 >725 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.08 3-6 >702 180 BCLL 0.0 Rep ( Weight:17 lb FT=20% • 007 (Matrix-M)Maui 0.00 M) Horz TL) 0.02 1 n/a n a BCDL 10.0 Code FBC2014/TPI LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left:2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide._ REACTIONS. (lb/size) 2=130/Mechanical,3=68/Mechanical,1=198/0-3-8 (min.0-1-8) Max Horz 1=71(LC 12) Max Uplift2=-59(LC 12),3=-34(LC 12),1=-49(LC 12) Max Grav2=130(LC 1),3=92(LC 3),1=198(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-7=-83/55,2-7=-74/46 BOT CHORD 1-3=-146/81 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 B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 4-11-4 zone;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 59 lb uplift at joint 2,34 lb uplift at joint 3 and 49 lb uplift at joint 1. 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 'O)---7Pb1 . A0072959I 7327 F02 Floor 10 1 I- _ 1Job Reference(optional) Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr yehlm Print 7.620 1 s AApprr 30 cW8 IgW Industries,Inc. Fri Nov 20 GB26 6RF Page 1 ID:OS7Vy55ZG2cyehlmUFHn6Hz7_WL-bGcW891gWyvfl FIzOZYKP48pG_xEZGB26F6RFRyHKnf 0-3-0 1-3-0 0.1.8 H �1-0 Q Scale=1:18.5 4x6 II 3x6= 1.5x3 II 1.5x3= 1 1 2 3 4 5 6 7 T2 'N ' 16 • ME W/r gilL■ii•All\6■41LIS 1P,15 14 13 12 11 10 9 i101 1.5x3 I! 1.5x3 II 1.5x3 II 3x6= 0-3-0(0-1-8) 0-3-8(0-1-8) 592#/0# 586#/0# Q-3 Q— 1-9-0 I 3-0-0 I 4-3-0 4(4}8 5-0-8 , 5.8-85.8x12 7-1-0 I 11-2-8 I b 3-0 1.6.0 1-3-0 1-3-0 0-1.8 0-8-0 0-8-0 0.0.4 1-4-4 4-1-8 Plate Offsets(X,Y)– [1:0-3-0,Edge],[3:0-1-8,Edge1,14:0-1-8,Edgel,[7:0-1-8,Edge],[14:0-1-8 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.06 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) -0.0910-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:63 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. REACTIONS. (lb/size) 8=586/0-3-8 (min.0-1-8),1=592/0-3-0 (min.0-1-8) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-15=0/7,8-16=-581/0,7-16=-580/0,1-2=-633/0,2-3=-956/0,3-4=-1294/0,4-5=-1233/0,5-6=-1233/0,6-7=-545/0 BOT CHORD 14-15=0/0,13-14=0/632,12-13=0/1294,11-12=0/1294,10-11=0/1294,9-10=0/1016,8-9=0/30 WEBS 2-14=-505/0,1-14=0/822,2-13=0/440,3-13=-472/0,3-12=-42/140,7-9=0/701,6-9=-655/0,6-10=0/295,5-10=-133/10,4-10=-263/84,4-11=-108/64 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 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)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard Tob Truss Truss Type Uty Ply --- • . A0072960 7327 F03 Floor 5 1 Job Reference(optionafl Budding Component Supply.Green Cove Springs,FL Run:7.620 a Apr 30 2015 Print:7.620 s Apr 30 2015 kiTek Industries,Inc. Fri Nov 20 10:11:16 2015 Page 1 ID:OS7VY55ZG2cyehlmUFHn6Hz7_WL-bGcW891gWyvf1 FIzOZYKP48kw_w3ZDJ26F6RFRyl4Knf 0-1-8 2-2-8 H I 1 { f Scale=1:30.2 4x6= 1.5x3= 1.5x3 II 3x6= 3x6= 3x6 FP= 1.5x3 l 4x6= 1 2 3 4 5 6 7 8 9 10 11 11r MI "2311 ,I A _� , A II USP-TWO - 21 20 19 18 17 16 15 14 13 4x6= 3x6 FP= 3x6= 3x6= 4x6= 0-5-0(0-1-8) 995ff/Off 10-5-8 l 8-1-8 9-2-12 10.4.0 16.58 1 8-1-8 1-1.4 121-0.8 0-i-8 8-0-0 Plate Offsets(X,Y)— [1:Edge,0-1-8],[2:0-1-8,Edge],[10:0-1-8,Edge],j14:0-2-0,Edge),[19:0-2-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.2617-18 >853 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.67 1 Vert(TL) -0.3917-18 >560 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:100 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-11-12 oc purlins, BOT CHORD 2x4 SP No.2(flat)"Except" except end verticals. B2:2x4 SP SS(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 22=995/0-5-0 (min.0-1-8),12=1002/Mechanical FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 22-23=-990/0,1-23=-989/0,11-12=-995/0,1-2=-1011/0,2-3=-2547/0,3-4=-2547/0,4-5=-3425/0,5-6=-3739/0,6-7=-3425/0, 7-8=-3425/0,8-9=-2547/0,9-10=-2547/0,10-11=-1009/0 BOT CHORD 21-22=0/51,20-21=0/1903,19-20=0/1903,18-19=0/3121,17-18=0/3739,16-17=0/3739,15-16=0/3739,14-15=0/3121, 13-14=0/1906,12-13=0/0 WEBS 1-21=0/1305,2-21=-1241/0,2-19=0/875,3-19=40/0,4-19=-780/0,4-18=0/511,5-18=-679/0,5-17=-176/215, 11-13=0/1344,10-13=-1247/0,10-14=0/871,9-14=-39/0,8-14=-781/0,8-15=0/511,6-15=-679/0,6-16=-176/215 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 Job Truss Truss Type -"Ply 7327 F04 Floor Run:7.620 s r 30 2015 Print 7.620 eferen O(optional)Industries,Inc.Fri Nov 2010:11:17201 Page 2�1 Boding Component Supply,Green Cove Springs.FL Ap Apr ID:0S7VY55ZG2cyehlmUFHn6Hz7_WL-3SAuMVIJHF1VeOK9yG3ZxHhuf0FhlfnBKvr_otyH ne 0-1-8 2-2-8 --- 0-1 H I 1-3-0 I '-- Scale=1:30.6 44= 6x8= 1.5x3= 1.5x3 II 3x6= 3x6 3x6 FP= 1.5x3 II 3x6= 1 2 3 4 5 6 7 8 9 ir 10 11 23 Oral W I 1 III 241 NMIrA I a L , N'A ■■••■ MI W.A 1E1 7 moo mg I.M 21 20 19 18 17 16 15 14 13 PCI 4x6= 3x6 FP= 3x6= 3x6= 4x6= 3x6 0-5-0(0-1-8) 0-3-8(0-1-8) 1009#/0# 1009#/0# 10-5-8 8-1-8 l 9-2-12911-810-4-0 1 l ♦ I 8-1-8 P411-0-8 0-1-8 8-3-0 Plate Offsets(X,Y)- [1:Edge,0-1-8],[2:0-1-8,Edge],[10:0-1-12,Edge],[11:0-3-8,Edge],[19:0-2-1Edge],[24:0-1-8,0-0-1] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) -0.2715-16 >807 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.4215-16 >527 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:104 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat)*Except* end verticals. B2:2x4 SP SS(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 22=1009/0-5-0 (min.0-1-8),12=1009/0-3-8 (min.0-1-8) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 22-23=-1004/0,1-23=-1003/0,12-24=-999/0,11-24=-952/0,1-2=-1027/0,2-3=-2593/0,3-4=-2593/0,4-5=-3499/0, 5-6=-3842/0,6-7=-3558/0,7-8=-3558/0,8-9=-2706/0,9-10=-2706/0,10-11=-1197/0 BOT CHORD 21-22=0/52,20-21=0/1933,19-20=0/1933,18-19=0/3178,17-18=0/3842,16-17=0/3842,15-16=0/3842,14-15=0/3271, 13-14=0/2091,12-13=0/52 WEBS 1-21=0/1325,2-21=-1261/0,2-19=0/897,3-19=-43/0,4-19=-796/0,4-18=0/531,5-18=-713/0,5-17=-167/230, 11-13=0/1448,10-13=-1243/0,10-14=0/836,9-14=-36/3,8-14=-768/0,8-15=0/499,6-15=-659/20,6-16=-192/206 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 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 ITruss Truss type IPly A0072962 7327 F05 Floor 11 1 I 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 Wek Industries,Inc.Fri Nov 2010:11:17 2015 Page 1 ID:OS7VY55ZG2cyehlmUFHn6Hz7_WL-3SAuMVIJHF1VeOK9yG3ZxHhz00HvIIxBKvr otyHKne 0-1-8 1-3-0 1 7-2-9- 1 H I -_ Scale=1:13.5 1.5x3 II 1.5x3 II 1 2 3 3x6= 4 5 6 15 • T1 16 BEH 1 1.5x3= R _� 4 1.5x3= 14 — 01 kl 12 11 10 9 8 1.5x3 II 1.5x3 I I 0-3-8(0-1-8) 0-3-8(0-1-8) 1-10-8 4-7-8 5-2-12 l 5-10-1 I 7-5-9 13931/04 1-10-8 I 2-9-0 0-7-4 0-7-4 1-7-8 38711/0# Plate Offsets(X,Y)– [4:0-1-8,Edge],[6:0-1-8,EFEe],[8:0-1-8,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 0.45 Vert(LL) -0.05 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(TL) -0.08 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:45 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. REACTIONS. (lb/size) 13=393/0-3-8 (min.0-1-8),7=387/0-3-8 (min.0-1-8) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 13-14=-412/0,14-15=-412/0,1-15=-412/0,7-16=-428/0,6-16=427/0,1-2=-428/0,2-3=-428/0,3-4=-543/0,4-5=-489/0,5-6=-489/0 BOT CHORD 12-13=0/0,11-12=0/428,10-11=0/428,9-10=0/489,8-9=0/489,7-8=0/22 WEBS 3-11=-348/0,1-12=0/569,2-12=-74/6,3-10=0/179,4-10=0/105,4-9=-195/0,6-8=0/621,5-8=-240/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 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. LOAD CASE(S) Standard Job Truss Truss Type TQty -`Pry 4 A0072963 7327 F06 Floor 11 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. Fri Nov 2010:11:18 2015 Page 1 ID:0S7VY55ZG2cyehlmUFHn6Hz7_WL-XIkGZgmx2Z9MGYvLW aoUVEABni71EpLZZbYKJyHd 0-1-8 f i I 13-0 I0 40 1-3-1 — 0-1-8 Scale=1:13.5 1.5x3 II 1.5x3 II 1 2 3 3x6- 4 5 6 15 T1 — — 16 B1-- 1.5 -- v _ I: 1.5x3= 14 ---`— \ D7 • MI 13 12 il 10 9 8 WA 1.54 II 1.5x3 II 0-3-8(0-1-8) 0-3-8(0-1-8) 1-8.8 1�10ro 4-7-0 5-2-8 5-10-1 7-5-9 1-8-8 §44.Of 2-9-0 0-7-8 0— 1-7-8 989#/0# _-- Plate Offsets(X,Y)— [4:0-1-8,Edge],[6:0-1-8,Edge],[8:0-1-8,Edpe],-[12:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 I TC 0.36 Vert(TL) -0.02 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.31 Vert(TL) -0.03 9-10 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.19 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:45 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 purtins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=269/0-3-8 (min.0-1-8),11=511/0-3-8 (min.0-1-8) Max Horz7=-160(LC 4),11=160(LC 4) Max Grav7=289(LC 4),11=511(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 13-14=-5/16,14-15=-5/16,1-15=-5/16,7-16=-305/0,6-16=-305/0,1-2=-4/91,2-3=-4/91,3-4=-204/28,4-5=-317/0,5-6=-317/0 BOT CHORD 12-13=0/0,11-12=-91/4,10-11=-192/0,9-10=0/157,8-9=0/157,7-8=-144/5 WEBS 3-11=-518/0,1-12=-122/6,2-12=-44/143,3-10=0/270,4-10=-198/0,4-9=-95/34,6-8=0/401,5-8=-179/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Non Standard bearing condition. Review required. 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 Job truss Truss Type - C%f 1, l A0072964 7327 F07 Floor 2 , 1 !Job Reference(optional)__ Building Component Suppy.Green Cove Springs.FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 A6Tek Industries,Inc. Fri Nov 2010:11:18 2015 Page 1 ID:0S7VY55ZG2cyehlmUFHn6Hz7_WL-XfkGZgmx2Z9MGYvLW_aoUVEEwn161 EmLZZbYKJyHKnd I 1-3-0 I I 1-4-9 3x4=0-1-8 i 1 3x6= 2 1.5x3 11 3 1.5x3 I 4 Scale=1:9.0 MillEM .:Ill III PIM MI II 9 .■ 1.5x3= IQ I:I USP-MSH422 3x4= 3x4= 1 I 8 7 6 �' 241#/0# 3x4 II 3x4= 0-3-8(0-1-8) 1-7-8 2-3-12 3-0-1 4-7-9 1-7-8 I 0-8-4 I 0-8-4 I 1-7.8 L35�0 Plate Offsets(X,Y)-- [4:0-1-8,Edge],[6:0-1-8,Edge],[7:0-1-8,Edge],[8:Edge,0-1-8] —— _ 1 1 LOADING(psf) SPACING- 2-0-0 , CSI. ! DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.01 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(TL) -0.01 7 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.13 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 L (Matrix) _ Weight:28 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-7-9 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=241/Mechanical,5=235/0-3-8 (min.0-1-8) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-8=-234/0,5-9=-229/0,4-9=-228/0,1-2=-209/0,2-3=-209/0,3-4=-209/0 BOT CHORD 7-8=-0/0,6-7=0/209,5-6=0/12 WEBS 1-7=0/274,2-7=-162/0,4-6=0/263,3-6=-157/0 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. LOAD CASE(S) Standard Job Truss Truss Type IQ Ply A007245 7327 F08 Floor 111 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 talek Industries.Inc. Fri Nov 20 10:11:18 2015 Page 1 ID:OS7VY55ZG2cyehlmUFHn6Hz7_WL-XfkGZgmx2Z9MGYvLW aoUVE4mcg17rLZZbYKJyHKnd 0-1-8 1-10-0 8 H I 1-3-0� 1 I— Ie=1:31.2 4x6= 4x6= 1.5x3= 1.5x3 11 3x6 FP= 1.5x3= 1 2 3 T1 4 5 6 7 8 9 10 , v Ir — / 11 -- � .� -M ■ � 20 19 18 17 16 15 14 13 12 •1 44= 3x6 FP= 1.5x3 II 4x6= 0.5-0(0-1-8) 0-3-8(0-1-8) 1016#/0# 1016#/0# 18-10-0 7 100-8.8 10 -0(0-11-I 9-1-8 Plate Offsets(X,Y)— 1:Edge,0-1-8],[2:0-1-8,Edge],j4:0-1.8,Edge],[9:0.1-8 1 Ed g e],[10:0-1-8,Edg e l i 3:0-1-8.E d ge,(1-5:0-1-8,E 9 1[18:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.2814-15 >787 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.65 Vert(TL) -0.4514-15 >500 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 i Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) i Weight:97 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat)"Except" end verticals. B2:2x4 SP SS(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 21=1016/0-5-0 (min.0-1-8),11=1016/0-3-8 (min.0-1-8) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 21-22=-1011/0,1-22=-1009/0,11-23=-1011/0,10-23=-1010/0,1-2=-1036/0,2-3=-2573/0,3-4=-3507/0.4-5=-3883/0, 5-6=-3883/0,6-7=-3514/0,7-8=-3514/0,8-9=-2571/0,9-10=-1036/0 BOT CHORD 20-21=0/52,19-20=0/1954,18-19=0/1954,17-18=0/3161,16-17=0/3883,15-16=0/3883,14-15=0/3816,13-14=0/3169, 12-13=0/1952,11-12=0/52 WEBS 1-20=0/1338,2-20=-1276/0,2-18=0/861,3-18=-818/0,3-17=0/554,4-17=-715/0,4-16=-120/231,10-12=0/1338, 9-12=-1273/0,9-13=0/862,8-13=-832/0,8-14=0/479,6-14=-425/0,6-15=-227/474,5-15=-201/20 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 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 inks Truss Type Qt' I PIY --I -- - 4-1 A0072966 7327 F09 Floor 1 1 1 [Job Reference(optional) Buiding Component Supply.Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MTek Industries,Inc.Fri Nov 20 10:11:19 2015 Page 1 ID:OS7VY55ZG2cyehlmUFHn6Hz7_VVL-OrlfmAnZptHDuiUY3h611 imEgBwYmdNUoDK5smyliKnc 0-1-8 H I 1-3-0 I I 2-0-4 t 0-8.41 0.1.8 Scale=1:31.2 3x6= 1.5x3= 3x6 FP= 1.5x3= 1 2 3 Ti 4 5 6 7 8 9 10 24: 1 �A/ � • :• i1 25 ..�,..w.. ..i _ _ 04 Imo, ►e 22 21 20 19 18 17 16 14 13 12 11 3x6= 3x6 FP= 1.5x3 II 1.5x3 m 1.5x3 11 0-5-0(0-1-8) 0.5.8(0-1-8) 0-3-0(0-1-8) 718#/0# 914#10# 446#/0# 13-5-8 13-1-6 7-10-8 8-10.10 9-10-12 12-7-12 18.10 8 1 I -0 t 7-10-8 1-0-2 1-0-2 2-9 0-i$b-A-. 54.8 0-4-2 Plate Offsets(X,Y)- [4:0-1-8,Edge],[5:0-1-8,Edge],[8:0-1-8,Edge],[10:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 ! CSI. 1 i DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 1 TC 0.76 Vert(LL) -0.20 18-19 >757 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(TL) -0.30 18-19 >495 240 BCLL 0.0 Rep Stress Incr YES ' WB 0.43 Horz(TL) 0.03 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 1 (Matrix) Weight:99 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)*Except* end verticals. B2:2x4 SP SS(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 23=718/0-5-0 (min.0-1-8),11=400/0-3-0 (min.0-1-8),15=914/0-5-8 (min.0-1-8) Max Grav23=718(LC 1),11=446(LC 7),15=914(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 23-24=-715/0,1-24=-714/0,11-25=-439/0,10-25=-438/0,1-2=-698/0,2-3=-162210,3-4=-1937/0,4-5=-1738/0,5-6=-1049/0, 6-7=1049/0,7-8=-667/0,8-9=-748/0,9-10=-393/0 BOT CHORD 22-23=0/37,21-22=0/1300,20-21=0/1300,19-20=0/1937,18-19=0/1738,17-18=0/1738,16-17=0/1738,15-16=0/667, 14-15=0/667,13-14=0/667,12-13=0/733,11-12=0/23 WEBS 7-15=-664/0,1-22=0/898,2-22=-837/0,2-20=0/448,3-20=-438/0,3-19=-23/117,4-19=-20/303,4-18=-313/0,7-16=0/796, 5-16=-1076/0,5-17=0/376,10-12=0/503,9-12=-473/0,9-13=-153/53,8-13=-8/305,8-14=-254/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 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. LOAD CASE(S) Standard Job truss I cuss l ype Qty--Ply - - A0072967 7327 F10 Floor 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. Fri Nov 20 10:11:19 2015 Page 1 ID:0S7VY55ZG2cyehlmUFHn6Hz7 WL-OrlimAnZptHDuiUY3h611imITBONmgpUoDK5smyHKnc 0-1-8 H i 1-3-0 I r 1-t-12-1 11-2-8 I 1-2-8-I I 1-2-8 I I 1-2-8 I I 1-2-8 I I-1-2-8 I 1-2-8- _R4-12 1-8-8 0.1-8 Scale".1:30.6 3x6 3x4= 3x6 FP= 3x4= 3x4= 1 2 3 4 5 T1 6 7 8 9 10 11 12 13 14 15 2 1� N >/!� 33 7 IV - -0-i :! _ ~ 14.--- .. ... 3x4= 3x4= 3x6 FP 3x4 3x4- 3x4= 3x4= (0-1-8) (0-1-8) (0-1-8) (0-1-8) (0-1-8) (0-1-8) (0-1-8) (0-1-8) (0-1-8) (0-1-x-1-8) 0-3-0(0-1-8) 209#/0# 154#/-79# 136#/0# 149#/0# 146#/0# 147#/0# 147#/0# 146#/0# 157#/0# 209#/907#/0# 355#/0# 12-5-2 2-10-6 6-10-12 8-2-12 9-6-12 10-10-12 12-2-12 17 2-2-6 2-10-0 S5�F§6-2-0 6-10-0 8-2-0 9-6-0 10-10-0 12-2-012-9-0 1.6.0.0 0�1-8 06-14 ,2'-14 0412 1�-0 0 0 .12 07-4 I'07--0 41 aim r1�0-7-410- 1 107,4 0-7-4/''00.7 '0-.48!2 18-00 }0100.4 0-1'0-4' - -- 121108 0-6-14 0-0.12 0-7-4 0-0-12 0-0-12 0-0-12 0-0-12 0-0-1082,6 0.0.6 0-0-12 0-0-12 0-0-12_-- .-_0-0-12 0-0.1Zt-1-8 Plate Offsets(X,Y)- [14:0-1-8,Edgel[15:0-1-8,Edge],[19:0-1-8,Edge],[30:0-1-8,Edg, _-___ LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) -0.03 18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(TL) -0.04 18 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:92 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. REACTIONS. (lb/size) 31=184/12-10-0 (min.0-1-8),16=355/0-3-0 (min.0-1-8),20=267/12-10-0 (min.0-1-8),30=43/12-10-0 (min.0-1-8),21=169/12-10-0 (min.0-1-8), 22=152/12-10-0 (min.0-1-8),23=145/12-10-0 (min.0-1-8),25=147/12-10-0 (min.0-1-8),26=147/12-10-0 (min.0-1-8),27=146/12-10-0 (min.0-1-8), 28=149/12-10-0 (min.0-1-8),29=136/12-10-0 (min.0-1-8) Max Uplift30=-79(LC 4) Max Grav31=209(LC 26),16=355(LC 4),20=297(LC 25),30=154(LC 25),21=209(LC 26),22=157(LC 25),23=146(LC 26),25=147(LC 25),26=147(LC 26), 27=146(LC 25),28=149(LC 26),29=136(LC 25) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 31-32=-203/0,1-32=-203/0,16-33=-355/0,15-33=-354/0,1-2=-179/0,2-3=-179/0,3-4=-179/0,4-5=-179/0,5-6=-179/0, 6-7=-179/0,7-8=-179/0,8-9=-179/0,9-10=-179/0,10-11=-179/0,11-12=-179/0,12-13=482/0,13-14=-482/0,14-15=-278/0 BOT CHORD 30-31=0/10,29-30=0/179,28-29=0/179,27-28=0/179,26-27=0/179,25-26=0/179,24-25=0/179,23-24=0/179, 22-23=0/179,21-22=0/179,20-21=0/179,19-20=0/179,18-19=0/482,17-18=0/482,16-17=0/18 WEBS 12-20=-324/0,1-30=0/224,15-17=0/353,12-19=0/435,14-17=-278/0,13-19=-193/0,14-18=-61/0,2-30=-151/0, 11-21=-156/0,9-22=-143/0,8-23=-132/0,7-25=-134/0,6-26=-133/0,5-27=-133/0,4-28=-136/0,3-29=-124/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 79 lb uplift at joint 30. 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 Tob Truss TrusType ay Pry— 1 A00725,68 I 7327 FG01 Floor Girder 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 20151,5Tek Industries,Inc.Fri Nov 20 10:11:20 2015 Page 1 ID:OS7VY55ZG2cyehlmUFHn6Hz7_WL-U 1 s1_WoBaAP4Vs3kdPdGZwJZNbOBV7nd1 t4eOCyHKnb 5x6= 1-3-0 3x6 1p-2-0 3x6 II 5x6 I ---I I---I 1 9 2 3 10 4 MS 22 MS.•22 Scale=1:9.1 III 1MI= MIN NMI �1I111111111111M1N1� jppip. -1�.■11.1.11. . I:::. USP-MSH422 USP- MSH422 3x4= 3x4= 8 7 6 5 311#/0# 319#/0# 3x4 I I 1-9-8 3x4 1 I 1-7-8 �-8-� 3-5-0 I 1-7-8 X41 I 1.7-8 0-1-0 Plate Offsets(X,Y)- [1:Edge,0-3-0),[3:0-3-0,EdgeL[4:0-3-0,Edgek[6:0-1-8,Edge],[7:0-1-8,Edge118:Edge,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(TL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.08 Vert(TL) -0.00 6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 1 (Matrix) Weight:28 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 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=311/Mechanical,5=319/Mechanical FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-8=-304/0,4-5=-311/0,1-9=-265/0,2-9=-265/0,2-3=-265/0,3-10=-265/0,4-10=-265/0 BOT CHORD 7-8=-0/0,6-7=0/265,5-6=0/0 WEBS 1-7=0/339,2-7=-202/0,4-6=0/339,3-6=-203/0 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)Use USP MSH422(With 10d nails into Girder&10d nails into Truss)or equivalent spaced at 1-4-0 oc max.starting at 1-1-0 from the left end to 2-5-0 to connect truss(es)F07(1 ply 2x4 SP)to front face of top chord. 6)Fill all nail holes where hanger is in contact with lumber. 7)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:9=-141(F)10=-141(F) If 1 Job Truss truss Type 'U y A0072469 7327 FG02 Floor Girder 1 1 Job Reference(optional)__ Building Component Supply,Green Cove Springs,Ft. Run:7.620 a Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc.Fri Nov 20 10:11:20 2015 Page 1 ID:OS7VY55ZG2cyehlmUFHn6Hz7_WL-U 1 st_WoBaAP4Vs3kdPdGZwJUabJTV3Ld 1 t4eOCyHKnb 0-1-8 I—I I 1-3-0 I I 1-4-1 U`_1- Scale=1:13.8 1.5x3= 1.5x3 4x6 II 3x6 II 3x6 II MSH422 5x6 3x6 I 4x6 I 1 2 3 15 4 5 6 L. v ,1111LIIIIPjlir 1.5x3= 12 11 10 9 8 3x4= 1. 1 3x4= 1.54 I I 3x4= 3x4 II 3x4= 1.5x3 II 0-3.6(0-1-6) 0-3-8(0-1-8) 1-7-8 2-3-8 2-11-9 5-7-1 •• 7-7-1 1-7-8 0-8-0 0-8-0 2-7-8 0-1-: 1-10-8 r... Plate Offsets(X,Y)-- [1:0-1-8,0-0-8],[4:0-3-0,Edge],[5:0-3-0,0-0-0],[6.0_3-0,Edge],[6:0-1-8,0-0-81[8:0-1-8,Edge1 L0-1-8,Edg_e] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) -0.04 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.57 Vert(TL) -0.0710-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:55 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:7-8. REACTIONS. (lb/size) 13=479/0-3-8 (min.0-1-8),7=546/0-3-8 (min.0-1-8) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-13=-504/0,7-14=-564/0,6-14=-565/0,1-2=-704/0,2-3=-705/0,3-15=-780/0,4-15=-780/0,4-5=-706/0,5-6=-705/0 BOT CHORD 12-13=-0/0,11-12=0/705,10-11=0/705,9-10=0/706,8-9=0/706,7-8=-31/0 WEBS 4-9=-316/0,1-12=0/895,2-12=-436/0,4-10=0/121,3-10=0/127,3-11=-122/0,6.8=0/936.5-8=-282/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 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. 4)CAUTION,Do not erect truss backwards. 5)Use USP MSH422(With 10d nails into Girder&10d nails into Truss)or equivalent at 4-9-5 from the left end to connect truss(es)FG01 (1 ply 2x4 SP)to back face of top chord. 6)Fill all nail holes where hanger is in contact with lumber. 7)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:7-13=-10,1-6=-100 Concentrated Loads(Ib) Vert:15=-219(B) Job Huse Truss — OT' 1151y A00729i0 7327 FG03 Floor Girder 1 l _1 Job ReferenciejoptionalL Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc.Fri Nov 2010:11:20 2015 Page 1 ID:OS7VY55ZG2cyehlmUFHn6Hz7_WL-U 1 s1_WoBaAP4Vs3kdPdGZwJTXbMiV59d 1 t4e0CyHKnb 0-1-8 M—I I 1-3-0 1 f 1-4-1 Scale=1:11.3 1.5x3= 3x6 I I 3x6 I I 3x6 i 1 MSH422 5x6= 1 2 3 10I 4 1 L1 NNW2N, W1 0 IllfilAlli 1.5x3 II 3x4= 8 7 6 3x4= 3x4= 3x4 !I 1-7-8 2-3-8 2-11-9 5-10-1 046(0-14) 1-74 0-8-0 I 0-8-0 1 2-10-8 —0`3`8(0 -8) Plate Offsets(X,Y)— [1:0-1-8,0-0-8],[4:0-3-0,Edge],_[8:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 ( CSI. DEFL in (loc) I/deft Ud PLATES 48IP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.02 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.36 Vert(TL) -0.03 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO 1 WB 0.28 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014ITPI2007 1 (Matrix) Weight:41 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-10-1 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=343/0-3-8 (min.0-1-8),5=483/0-3-8 (min.0-1-8) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-9=-357/0,4-5=483/0,1-2=-455/0,2-3=-455/0,3-10=-263/0,4-10=-263/0 BOT CHORD 8-9=-0/0,7-8=0/455,6-7=0/455,5-6=0/0 WEBS 1-8=0/578,2-8=-277/0,4-6=0/343,3-6=-254/0,3-7=-70/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 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. 4)CAUTION,Do not erect truss backwards. 5)Use USP MSH422(With 10d nails into Girder&10d nails into Truss)or equivalent at 4-9-5 from the left end to connect truss(es)FG01 (1 ply 2x4 SP)to front face of top chord. 6)Fill all nail holes where hanger is in contact with lumber. 7)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:5-9=-10,1-4=-100 Concentrated Loads(Ib) Vert:10=-211(F) Job Truss Truss Type Qty l Ply A00729t1. 7327 FGE01 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 MiTek Industries,Inc.Fri Nov 20 10:11:21 2015 Page 1 10:0S7VY55ZG2cyehlmUFHn6Hz7 WL-yEPPBsppLUXx70ewB68V67skW?nSEc_nFXpCxeyHKna 01-8 0-Ft,-8 Scale=1:41.2 3x4= 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 y 17 18 19 20 21 ii i a i i I j i i 1 1 S` _ i i 1 i i m`t 1 44 • 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x4= 3x4= 3x6 FP= 3x4= 1 1.6-12 12-10.121 4-2-12 i 5-6-12 16.10-121 8-2-12 9-6-12 .10-10.12{12-2-12 i 13-6-12{14-10-121 16-2-12 1 17-6-12{18-10-12120-2-12 121.6-12 122-10-121 24-2-12 25-2-8 1-6-12 1-4-0 1.4-0 1-4-0 1-4-0 1-4-0 1-4-0 ' 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1.4-0 1-4-0 1-4-0 1-4-0 1-4-0 b-11-12 Plate Offsets(X,Y)- [41:0-1-8,Edge] _- LOADING(psf) SPACING- 2-0-0 CSI. I DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 22 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) I Weight:112 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. OTHERS 2x4 SP No.3(flat) REACTIONS. (lb/size) 42=59/25-2-8 (min.0-1-8),22=28/25-2-8 (min.0-1-8),41=171/25-2-8 (min.0-1-8),40=141/25-2-8 (min.0-1-8),39=148/25-2-8 (min.0-1-8), 38=146/25-2-8 (min.0-1-8),37=147/25-2-8 (min.0-1-8),36=147/25-2-8 (min.0-1-8),34=147/25-2-8 (min.0-1-8),33=147/25-2-8 (min.0-1-8), 32=147/25-2-8 (min.0-1-8),31=147/25-2-8 (min.0-1-8),30=147/25-2-8 (min.0-1-8),29=147/25-2-8 (min.0-1-8),28=147/25-2-8 (min.0-1-8), 27=147/25-2-8 (min.0-1-8),26=147/25-2-8 (min.0-1-8),25=146/25-2-8 (min.0-1-8),24=151/25-2-8 (min.0-1-8),23=130/25-2-8 (min.0-1-8) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 42-43=-53/0,1-43=-53/0,22-44=-25/0,21-44=-25/0,1-2=-1/0,2-3=-1/0,3-4=-1/0,4-5=-1/0,5-6=-1/0,6-7=-1/0,7-8=-1/0, 8-9=1/0,9-10=-1/0,10-11=-1/0,11-12=-1/0,12-13=-1/0,13-14=-1/0,14-15=-1/0,15-16=-1/0,16-17=-1/0,17-18=-1/0, 18-19=-1/0,19-20=-1/0,20-21=-1/0 BOT CHORD 41-42=0/3,40-41=0/1,39-40=0/1,38-39=0/1,37-38=0/1,36-37=0/1,35-36=0/1,34-35=0/1,33-34=0/1,32-33=0/1, 31-32=0/1,30-31=0/1,29-30=0/1,28-29=0/1,27-28=0/1,26-27=0/1,25-26=0/1,24-25=0/1,23-24=0/1,22-23=0/1 WEBS 2-41=-154/0,3-40=-128/0,4-39=-135/0,5-38=-133/0,6-37=-133/0,7-36=-133/0,8-34=-133/0,9-33=-133/0,10-32=-133/0, 11-31=-133/0,13-30=-133/0,14-29=-133/0,15-28=-133/0,16-27=-133/0,17-26=-134/0,18-25=-132/0,19-24=-137/0, 20-23=-118/0,1-41=-2/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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 rTuss Type 1ZNYIPEY A007297Q 7327 FGE02 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 PATek Industries,Inc.Ed Nov 2010:11212015 Page 1 I D:7d IDjjtjusBasg9cPS7hLwz62CC-yEPPBsppLUXx70ewB68V675kW 7nSEc_n FXpCxeyHkna °N6 0-f8 Scale=1:29.9 3x4= 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 � � ■T � 1 � la 1 34 . Y Y Y Y II •32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x4= 3x4= 3x6 FP= 3x4= 1-6-12 2-10-12 4-2-12 5-6-12 , 6-10-12 8-2-12 9-6-12 10-10-12 12-2-12 13-6-12 14-10-12 16-2-12 17-6-12 18-5- 1-6-12 l 1-4-0 I 1.4-0 l 1-4-0 1-4-0 I 1-4-0 l 1-4-0 I 1-4-0 i 1-4-0 I 1-4-0 I 1-4-0 1-4-0 I 1-4-0 0-10.4 Plate Offsets(X,Y)- [31:0-1-8,Edge] - - __ - ---- LOADING(psf) SPACING- 2-0-0 CSI. 1 DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 17 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:84 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. OTHERS 2x4 SP No.3(flat) REACTIONS. (lb/size) 32=59/18-5-0 (min.0-1-8),17=19/18-5-0 (min.0-1-8),31=171/18-5-0 (min.0-1-8),29=141/18-5-0 (min.0-1-8),28=148/18-5-0 (min.0-1-8), 27=146/18-5-0 (min.0-1-8),26=147/18-5-0 (min.0-1-8),25=147/18-5-0 (min.0-1-8),24=147/18-5-0 (min.0-1-8),23=147/18-5-0 (min.0-1-8), 22=147/18-5-0 (min.0-1-8),21=147/18-5-0 (min.0-1-8),20=145/18-5-0 (min.0-1-8),19=151/18-5-0 (min.0-1-8),18=125/18-5-0 (min.0-1-8) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 32-33=-53/0,1-33=-53/0,17-34=-17/0,16-34=-17/0,1-2=-1/0,2-3=-1/0,3-4=-1/0,4-5=-1/0,5-6=-1/0,6-7=-1/0,7-8=-1/0, 8-9=1/0,9-10=-1/0,10-11=-1/0,11-12=-1/0,12-13=-1/0,13-14=-1/0,14-15=-1/0,15-16=-1/0 BOT CHORD 31-32=0/3,30-31=0/1,29-30=0/1,28-29=0/1,27-28=0/1,26-27=0/1,25-26=0/1,24-25=0/1,23-24=0/1,22-23=0/1, 21-22=0/1,20-21=0/1,19-20=0/1,18-19=0/1,17-18=0/1 WEBS 2-31=-154/0,3-29=-128/0,4-28=-135/0,5-27=-133/0,6-26=-133/0,7-25=-133/0,8-24=-133/0,9-23=-133/0,10-22=-133/0, 11-21=-134/0,13-20=-132/0,14-19=-138/0,15-18=-113/0,1-31=-2/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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 Tess Truss Type Qty Ply A007291,3 i 7327 FGE03 GABLE 1 1 Job Reference(optional) Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s N 30 2015 MTek industries,Inc.Fri Nov 2010:11212015 Page 1 ��,��,a� ID:0SY55ZG2cyehlmUFHn6Hz7_WL-yEPPBsppLUXx70ewB68V67skT TnHEclnFXpCxeyHKna 0i" Scale=1:18.2 3 x 4 I I 1 2 3 4 5 6 7 8 9 10 9■ ,2C1 I III 111111 T T1 �q• • r • • m■ 19 18 17 16 15 14 13 12 11 3x4= 3x6- 1.6.12 2-10-12 4.2-12 5-6-12 8-10,12 8-2-12 9-6-12 10-10-12 11 1-6-12 I 1-4-0 I 1-4-0 I 1-4-0 I 1-4-0 1-4-0 I _1-4-0 l 1.4-0 10-4-4 LOADING(psf) SPACING- 2-0-0 CSI. 1 DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a - Na 999 BCLL 0.0 BCDL 5.0 Rep Stress lncr YES WB 0.03 Horz(TL) 0.00 11 Na n/a Code FBC2014/TPI2007 (Matrix) Weight:52 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. OTHERS 2x4 SP No.3(flat) REACTIONS. (lb/size) 19=74/11-3-0 (min.0-1-8),11=90/11-3-0 (min.0-1-8),18=152/11-3-0 (min.0-1-8),17=145/11-3-0 (min.0-1-8),16=147/11-3-0 (min.0-1-8), 15=146/11-3-0 (min.0-1-8),14=147/11-3-0 (min.0-1-8),13=144/11-3-0 (min.0-1-8),12=156/11-3-0 (min.0-1-8) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 19-20=-66/0,1-20=-65/0,10-11=0/14,1-2=-16/0,2-3=-16/0,3-4=-16/0,4-5=-16/0,5-6=-16/0,6-7=-16/0,7-8=-16/0,8-9=-16/0,9-10=-4/0 BOT CHORD 18-19=0/16,17-18=0/16,16-17=0/16,15-16=0/16,14-15=0/16,13-14=0/16,12-13=0/16,11-12=0/16 WEBS 2-18=-141/0,3-17=-132/0,4-16=-134/0,5-15=-133/0,6-14=-134/0,7-13=-131/0,8-12=-141/0,9-11=-98/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard Type lay Job TfUS3 TrussT YP Y A0072tf74 7327 FGE04 GABLE 1 1 1 Lob Reference(optional)_ -_ Budding Component Supply.Green Cove Springs,FL Run:7.820 s Apr 30 2015 Print:7.620 s Apr 30 2015 I Tek Industries,Inc.Fri Nov 2010:11:22 2015 Page 1 ID:OS7VY55ZG2cyehImUFHn6Hz7 WL-QQznPCpR6ofoIAD7lpfkeLOvGP7gz3EWUBZIT5yHKnZ 011-0 Scale=1:21.0 3x4 II 13x4= 2 3 4 5 6 7 8 9 10 11 T1 4 -1 - ELT 5T1 511 I ET1 $T1 5T1 ST1 5T1 ST 1 W} I -J • i , ••i• :is OO iii:::::JO ••:i:•.••.•.••••••••• ••.••• . ••• •••iiO:•.. . •••i••••.• ••.i•.•.. • ••i••• •ii.•.• 22 21 20 19 18 17 16 15 14 13 12 3x4= 3x4= 3x4 II 1-6-12 2-10-12 4-2-12 5-6-12 6-10-12 8-2-12 9-6-12 10-10-12 12-2-12 +12-11-8 1 I - - I I I 1-6-12 1-4-00 1-4-0 1-4-0 1.4-0 1-4-0 1.4-0 1,4-0 1-4.0 0-8-12 Plate Offsets(X,Y)- [21:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (toc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:61 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 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. OTHERS 2x4 SP No.3(flat) REACTIONS. (lb/size) 22=58/12-11-8 (min.0-1-8),12=13/12-11-8 (min.0-1-8),21=172/12-11-8 (min.0-1-8),20=141/12-11-8 (min.0-1-8),19=148/12-11-8 (min.0-1-8), 18=146/12-11-8 (min.0-1-8),17=147/12-11-8 (min.0-1-8),16=147/12-11-8 (min.0-1-8),15=145/12-11-8 (min.0-1-8),14=152/12-11-8 (min.0-1-8), 13=122/12-11-8 (min.0-1-8) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 22-23=-52/0,1-23=-52/0,11-12=-12/0,1-2=0/0,2-3=0/0,3.4=0/0,4-5=0/0,5-6=0/0,6-7=0/0,7-8=0/0,8-9=0/0,9-10=0/0, 10-11=0/0 BOT CHORD 21-22=0/3,20-21=0/0,19-20=0/0,18-19=0/0,17-18=0/0,16-17=0/0,15-16=0/0,14-15=0/0,13-14=0/0,12-13=0/0 WEBS 2-21=-154/0,3-20=-128/0,4-19=-135/0,5-18=-133/0,6-17=-133/0,7-16=-134/0,8-15=-132/0,9-14=-138/0,10-13=-111/0, 1-21=-4/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard Job Truss TrussType --- Ply A0072975 7327 FT01 ROOF SPECIAL 4 1 Job Reference(optional) Building Component Supply.Green Cove Springs.R Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries.Inc. Fri Nov 20 10:11:22 2015 Page 1 ID:OS7VY55ZG2cyehlmUFHn6Hz7 WL-QOznPCpR6ofolAD7lpfkeL0h9PvizvnwUBZ1T5yHKnZ 4-9-0 9-6-0 11.6-0 16-2-0 21-4-8 4-9-0 4-9-0 l 2-0-0 } 4-8-0 I 5-2-8 Scale=1:36.4 4x6= 4x5= 2x4 II 3x5= 3x4= 3x4= 2x4 II 5x12= 1 17 2 3 18 4 5 19 6 7 TI T2 • Is i / I !..1111PI . 111 16 N a • i 9 C A 13 12 11 10 9 8 14 2x4 I 6 x 8= 2 x 4 I I 2 x 4 I I 3x8 MT20HS= 5x8= 3x4 I 0-5-8(0-1-8) 0-3-8(0-1-8) 1159#/-203# 1110#1-196# 4-9-0 9-6-0 11-6-0 16-2-0 21-4-8 4-9-0 l 4-9-0 i 2-0-0 I 4-8-0 i 5-2-8 — Plate Offsets(X,Y)- [1:Edge,0-1-12],[7:0-3-8,0-3-0],[9:0-1-12,0-2-81(13:0-2_12,0-3-0]___ - LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) -0.22 11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -0.35 11 >729 180 MT2OHS 187/143 BCLL 0.0 • Rep Stress Incr YES WB 0.64 Horz(TL) 0.05 16 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:108 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3'Except" BOT CHORD Rigid ceiling directly applied or 8-6-11 oc bracing. W2,W3:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing l OTHERS 2x6 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14=1159/0-5-8 (min.0-1-8),16=1110/0-3-8 (min.0-1-8) Max Upliftl4=-203(LC 8),16=-196(LC 9) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-14=-1126/213,1-17=-2130/366,2-17=-2130/366,2-3=-2130/366,3-18=-2130/366,4-18=-2130/366,4-5=-2988/479, 5-19=-2266/393,6-19=-2266/393,6-7=-2266/393,8-15=0/68,7-15=0/68 BOT CHORD 13-14=-11/55,12-13=-479/2988,11-12=-479/2988,10-11=-479/2988,9-10=-479/2988,8-9=-57/321 WEBS 1-13=-390/2270,2-13=-505/147,4-13=-939/225,6-9=-506/146,4-12=-2/102,5-11=-0/91,5-9=-793/203,7-9=-368/2127 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4f1;Cat.II; Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 20-9-4 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)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.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)Bearing at joint(s)16 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 203 lb uplift at joint 14 and 196 lb uplift at joint 16. 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 Icy - y A007291'6 7327 FTGO1 ROOF SPECIAL GIRDER 11 3 Job Referencee1op"onat) Building Component Supply,Green Cove Springs.FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 A4Tek Industries,Inc.Fri Nov 2010:11:23 2015 Page 1 I D:OS7W55ZG2cyeh lmU FHn6Hz7_W L-ucX9cYg3t5nf MJoJ IXAZBYxyxoEeiHg4jr1J?XyHKnY 6-3-1 9-5-0 11-5-0 14.7-9 _ 17.8-7 21-4-8 I 6.3-1 + 3-1-15 I 2-0-0 I 3-2-9 3-0-13 I 3-8-1 1 Scale=1:38.9 7x10= I3x6 I I 5x12= 3x6 II 3x6 II 4x12= 6x8= 3x6 ■I 10x16 M18SHS= 1 :2 20 3 21 4 5 22 6 7 8 9 2 ik_alorilEdlir ' 4141/1111' 1.-Wit IN ■Mi. Ii1i' i i - I INITiii i■i i i g 16 15 14 13 12 11 30 101 14 ,(��1,g 23 24 25 26 27 28 29 G 109t!11� l 10x14 MT2OHS= 3x6 II 10x14 MT2OHS= 4x5= 3x6 II THD26 10x14 MT2OHS= T�292t1 TH026 THD26 THD26 THD26 THD26 THD26 THD26 THD26 6-3-1 9-5-0 11-5-0 14-7-9 17-8-7 21-4-8 I 6-3-1 l 3 1-15 I 2-0 0 l 3-2-9 I 3-0-13 I 3-8-1 Plate Offsets(X,Y)- [1:0-3-12,0-3-8],[6:0-4-0,0-2-0]x[9:0-8-0,0-5-4],[10:Edge,0_3-8],[11:0-3-4,0-5-0],-[13:0-2-4,0-2-0],[14:0-7-0,0-6-12],[16_0-6-12,0-5-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.33 13-14 >738 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.57 13-14 >431 180 MT2OHS 187/143 BCLL 0.0 • Rep Stress Incr NO WB 0.97 Horz(TL) 0.06 18 n/a n/a M18SHS 244/190 BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:518 lb FT=20% LUMBER- BRACING- TOP CHORD 2x8 SP SS*Except* TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins, except T2:2x8 SP No.2 end verticals. BOT CHORD 2x8 SP SS*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B3:2x4 SP No.1 WEBS 2x4 SP No.3"Except* W1:2x6 SP No.2,W2,W5:2x4 SP SS OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 17=10929/0-3-8 (req.0-4-5),18=12004/0-3-8 (min.0-1-14) Max Upliftl7=-2116(LC 4),18=-2326(LC 5) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-17=-10167/1978,1-19=-17165/3318,2-19=-17165/3318,2-20=-17165/3318,3-20=-17165/3318,3-21=-33218/6368, 4-21=-33218/6368,4-5=-33660/6456,5-22=-33660/6456,6-22=-33660/6456,6-7=-17235/3332,7-8=-17235/3332, 8-9=-17235/3332 BOT CHORD 10-18=-179/980,9-18=-11023/2146,17-23=-204/1050,16-23=-204/1050,16-24=-5426/28107,15-24=-5426/28107, 15-25=-5426/28107,14-25=-5426/28107,14-26=-6456/33660,13-26=-6456/33660,13-27=-5580/28905, 27-28=-5580/28905,12-28=-5580/28905,12-29=-5580/28905,11-29=-5580/28905,11-30=-243/1244,10-30=-243/1244 WEBS 1-16=-3591/18579,2-16=-24881558,3-16=-12615/2430,3-15=-204/466,3-14=-1223/6069,4-14=-2482/518, 5-13=-2019/497,6-13=-1118/5457,6-12=-145/859,6-11=-13395/2580,8-11=-2091/563,9-11=-3546/18353 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x8-2 rows staggered at 0-7-0 oc. Bottom chords connected as follows:2x4-1 row at 0-7-0 oc,2x8-2 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 B;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)17 greater than input bearing size. 9)Bearing at joint(s)18 considers parallel to grain value using ANSIJTPI 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 2116 lb uplift at joint 17 and 2326 lb uplift at joint 18. 11)Load case(s)29,30,31 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 12)"Semii"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Job Truss Truss Type may- _..;Ply A0072976, 7327 FTG01 ROOF SPECIAL GIRDER 1 3[Job Reference(optional) Building Component Supply.Green Cove Springs,FL Run:7.620 s 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc.Fri Nov 20 10:11:23 2015 Page 2 ID:0S7VY55ZG2cyehl mUFHn6Hz7_W L-ucX9cYg3t5nfMJoJIXAzBYxyxoEeiHg4jrl J?XyH KnY NOTES- 13)Use USP THD26(With 16d nails into Girder&NA9D nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 20-0-12 to connect truss(es) T16(1 ply 2x4 SP)to back face of bottom chord. 14)Fill all nail holes where hanger is in contact with lumber. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1626 lb down and 321 lb up at 3-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard Except: 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-20=-224,9-20=-896,10-17=-10 Concentrated Loads(Ib) Vert:15=-517(B)11=-517(B)19=-1626 23=-517(B)24=-517(B)25=-517(B)26=-517(B)27=-517(B)28=-517(B)29=-517(B)30=-517(B) 29)User defined:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-20=-224(F=-100),9-20=-896(F=-100),10-17=-10(F) Concentrated Loads(lb) Vert:15=-517(B)11=517(B)19=-1626 23=-517(B)24=-517(B)25=-517(B)26=-517(B)27=-517(B)28=-517(B)29=-517(B)30=-517(B) 30)User defined:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-20=-224(F=-100),9-20=-896(F=-100),10-17=-10(F) Concentrated Loads(Ib) Vert 15=-517(B)11=-517(B)19=-1626 23=-517(B)24=-517(B)25=-517(B)26=-517(B)27=-517(B)28=-517(B)29=-517(B)30=-517(B) 31)User defined:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-20=-224(F=-100),9-20=-896(F=-100),10-17=-10(F) Concentrated Loads(Ib) Vert:15=-517(B)11=-517(B)19=-1626 23=-517(B)24=-517(B)25=-517(B)26=-517(B)27=-517(B)28=-517(B)29=-517(B)30=-517(B) Job Truss Truss Type 1Qty 'Ply -- -A00729774' 7327 FT002 Flat Girder 11 1 2 Job Reference(optional)- -Building Component Supply,Green Cove Springs,FL Run:7.820 s Apr 30 2015 Print 7.620 s Apr 30 2015 MTek Industries,Inc.Fri Nov 20 10:11:23 2015 P 1 ID:OS7VY55ZG2cyehlmUFHn6Hz7_WL-ucX9cYg3t5nfMJoJIXAzBYxyq 194jrIJ?XyHKnY 2-8-8 534 7-10-0 58 _ - -- i 10 - I 2-8-8 l 2-6.12 I 2-6-12 2-8-8 Scale=1:17.2 2x4 II 3x4= 2x4 II 4x10= _ 4x6 2 3 4 5 T1 — N W2 W1 W1 W1 W2 ii� i �_ �� lipi 13 7 4X10= ••••;•000••00•••• 11 9 12 g .❖•.•.•.•.•.•.❖.•. THD46 4x10= THD46 2x4 II THD46 THD46 •00••••00••000•. 0 14 6 1 TH046 4x5 II 0-5-s(a 3x5 I 1.6) 1.1-0(0-1.12) 2296#/-111# 2969#/-111# 2-88 5-3-4 l 7-10-0 I 10-6-8 2-8-8 +— 2-6-12 2-6-12 2-8-8 Plate Offsets(X,Y)- [1:0-1-12,0-2-0],[6_Edge,0-3-8],[7:0-3-8 0-2-0],[9:0-4-12,0-2-0],[10:0-2-8,0-0-12] LOADING(psf) SPACING- 2-0-0 i CSI. DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 i TC 0.62 Vert(LL) -0.13 8-9 >961 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(TL) -0.21 8-9 >577 180 BCLL 0.0 * Rep Stress Ina NO 1 WB 0.95 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 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 4-3-8 oc puilins, except BOT CHORD 2x6 SP SS end verticals. WEBS 2x4 SP No.3*Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2:2x4 SP No.2 REACTIONS. (lb/size) 10=1132/0-5-8 (min.0-1-8),6=1311/1-1-0 (min.0-1-12) Max Uplift10=-111(LC 4),6=-111(LC 4) Max Gray 10=2296(LC 12),6=2969(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-10=-1854/105,1-2=-5002/207,2-3=-5002/207,3-4=-5974/246,4-5=-5974/246,5-6=-2172/117 BOT CHORD 10-11=-19/332,9-11=-19/332,9-12=-246/5974,8-12=-246/5974,8-13=-246/5974,7-13=-246/5974,7-14=-16/281, 6-14=-16/281 WEBS 1-9=-201/4986,2-9=-260/76,3-9=-1038/41,3-8=-113/463,4-7=-317/81,5-7=-245/6078 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 0-5-0 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 B;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 20.0psf 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 111 lb uplift at joint 10 and 111 lb uplift at joint 6. 9) Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Use USP THD46(With 16d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-0 from the left end to 10-0-0 to connect truss(es)F03(1 ply 2x4 SP)to front face of bottom chord. 11)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Continued on page 2 .. russ russ ype - Qty Ply - A00729�7' 7327 FTG02 Flat Girder 1 2 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. Fri Nov 2010:11:23 2015 P 2 ID:OS 7VY55ZG2cyehl mU FH n6Hz7_W L-ucX9cYg3t5nfMJoJIXAzBYxygoJ Wi 194J rIJ7XyH-nY LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-5=-100,6-10=-10 Concentrated Loads(lb) Vert:7=-263(F)11=-263(F)12=-263(F)13=-263(F)14=-263(F) Job Truss truss ype Oty Ply T A007� 7327 HJ03 Diagonal Hip Girder 5 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 MTek Industries,Inc.Fri Nov 20 10:11:24 2015 Pagel I D:OS7VY55ZG2cyeh ImUF Hn6Hz7_W L-Mo5YquriePvW_TNVsEh CkmUEnCoYRzHDyV2sXzyHIOX 1-11-10 4-2-3 1-11-10 } 2-2-8 Scale=1:12.7 2 4.24 Fri special 63#/-25# NAILE4 a �- c �7 T1 1 1'- q 0-7-6(0-1-8) 4 PPIP- g 3 NAILED NAILED 60#/0# 3x4= 3x6 H 4-2-3 — —� 4-2-3 Plate Offsets(X,Y)- [1:0-0-0,0-1-6L[1:0-1-13 0_5-11] T=- LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.01 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.02 3-6 >999 180 BCLL 0.0 * Rep Stress lncr NO WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 I Code FBC2014/TPI2007 (Matrix-M) Weight:14 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing l Left:2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=86/Mechanical,3=40/Mechanical,1=63/0-7-6 (min.0-1-8) Max Horz 1=42(LC 8) Max Uplift2=-34(LC 8),1=-25(LC 6) Max Grav2=86(LC 1),3=60(LC 3),1=63(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-7=-32/25,2-7=-17/22 BOT CHORD 1-8=-33/21,3-8=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 B;Encl.,GCpi=0.18;MWFRS(directional);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 34 lb uplift at joint 2 and 25 lb uplift at joint 1. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)"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. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)41 lb down and 58 lb up at 1-4-15 on top chord. The design/selection of such connection device(s)is the responsibility of others. 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+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,3-4=-20 Concentrated Loads(lb) Vert:5=66(F)6=8(F)7=58(B)8=8(B) Job Truss iTrussType D6' y i 1 A0072979 7327 T01 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 CriTek Industries,Inc. Fri Nov 2010:1125 2015 Page 1 ID:OS7VY55ZG2cyehlmUFHn6Hz7 WL-q7 1w1EsKPj1NcdynyCRGz0E0cvFACIMA9nP4PyHKnW 3-0-0 9-11-10 16-9.8 _ 23.7-6 30-7-0 33-7-0 I 3-0-0 i 6-11-10 l 6-9.14 l 6-9-14 6-11-10 3-0-0 Scale=1:66.3 4x5= 7 \�I72 = 73 7, a 6 '`4 1 6.00 12 aI NAILED 5 ST8 9 8 - D" 9'75 NAILED Spy NAILED g NA 1 D 6 1 1 �f ST 6 Spedal 5x8 5x6 ST7 NAILED, = :a-s 12I 2- IS p �3 ST1 77 5x8 i 1 _'si Ivx1' _ !LE. . L� 1 IILE�iN©IL D %L. D M, _ 9 1 R' � � r7--_v_! __' !�� �r T? 1 Q. , o 19 5 18 57 17 58 59 16 60 61 15 62 14 63 64 65 13 3 g NAILED NAILED 3x4-= NAILED NAILED 3x4= 5x8 NAILED NAILED 55��((QQpp Spedal 5x8 Special 056(0-1-15) 626#1231# NAILED NAILED NAILED NAILED NAILED NAILED NAILED 1626#/-231# 3-0-0 9-11-10 16-9-8 -23-7 { 30.7-0 33-7-0 -- 33-7 --., 3-0-0 6-11-10 6-9-14 6_9.14 6-11-10 3-0-0 Plate Offsets(X,Y)- [1:0-8-0,0-0-5],j2:0-5-4,0-3-0],[6:0-6-0,0-3-8],[11:0-5-4,0-3-0],[12:0-8-0,0-0-5],[14:0-4-0,0-1-E1],[18 0-4-0,0-1-81 - LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udeft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.22 18 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 • Vert(TL) -0.5613-14 >720 180 BCLL 0.0 • Rep Stress Incr NO WB 0.91 Horz(TL) 0.15 12 n/a n/a ' BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) 1 Weight:306 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied. Except: T3:2x4 SP No.2 1 Row at midpt 3-4,4-6,6-8,8-10 BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-4-4 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):4,6,8 OTHERS 2x4 SP No.3 f MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer i Installation guide. REACTIONS. (lb/size) 1=1626/0-5-8 (min.0-1-15),12=1626/0-5-8 (min.0-1-15) Max Harz 1=-146(LC 6) Max Uplift 1=-231(LC 8),12=-231(LC 8) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3250/464,2-3=-3787/645,3-4=-1953/471,4-6=-1953/471,6-8=-1975/471,8-10=-1975/471,10-11=-3787/645, 11-12=-3250/464,3-66=-2113/240,66-67=-2059/244,67-68=-2033/244,5-68=-1963/255,5-69=-2161/372, 69-70=-2071/380,70-71=-2050/380,7-71=-2004/392,7-72=-2004/392,72-73=-2050/380,73-74=-2071/380, 9-74=-2161/372,9-75=-1963/255,75-76=-2033/244,76-77=-2059/244,10-77=-2113/240 BOT CHORD 1-19=-391/2869,19-54=-384/2878,54-55=-384/2878,55-56=-384/2878,18-56=-384/2878,18-57=-121/1467, 17-57=121/1467,17-58=-121/1467,58-59=-121/1467,16-59=-121/1467,16-60=-121/1467,60-61=-121/1467, 15-61=121/1467,15-62=-121/1467,14-62=-121/1467,14-63=-384/2878,63-64=-384/2878,64-65=-384/2878, 13-65=-384/2878,12-13=491/2869 WEBS 2-19=0/213,2-18=-223/936,4-18=-591/266,6-18=-495/2391,6-16=0/333,6-14=-495/2391,8-14=-591/266, 11-14=223/936,11-13=0/213,6-7=-172/1403,4-5=-474/253,8-9=-480/253 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=45f1;L=34ft;eave=4ft;Cat.II; Exp B;End.,GCpi=0.18;MWFRS(directional);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. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 231 lb uplift at joint 1 and 231 lb uplift at joint 12. 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. 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)124 lb down and 114 lb up at 3-0-0 ,and 115 lb down and 125 lb up at 30-7-0 on top chord,and 38 lb down and 19 lb up at 3-0-0,and 38 lb down and 19 lb up at 30-6-4 ConeRAT81501 The design/selection of such connection device(s)is the responsibility of others. Job Truss truss Type ,�PIy-- — — A0072979: 7327 TOt GABLE 1 1 I Job Reference(optional) Building Component Supply,Green Cove Swings,Ft. Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc.Fri Nov 20 10:11:25 2015 Page 2 ID:OS7VY55ZG2cyehlmUFHn6Hz7_WL-q?fw1 EsKPj1 NcdyiQyCRGz0EOcvFACIMA9nP4PyHKnW NOTES- 14)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=-60,10-11=-60,11-12=-60,48-51=-20,3-7=-60,7-10=-60 Concentrated Loads(lb) Vert:2=-9(B)11=-9(B)19=-29(B)16=-22(B)13=-29(B)7=-15(B)54=-22(B)55=-22(B)56=-22(B)57=-22(B)58=-22(B)59=-22(B)60=-22(B)61=-22(B)62=-22(B) 63=-22(B)64=-22(B)65=-22(B)66=-15(B)67=-15(B)68=-15(B)69=-15(B)70=-15(B)71=-15(B)72=-15(B)73=-15(B)74=-15(B)75=-15(B)76=-15(B)77=-15(B) Job Truss Truss Type IQIy TRY A0072980. 7327 102 Common 19 1 -_ [Job Reference(optional) 1 Building Component Supply,Green Cove Sponge,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 A5Tek Industries,Inc. Fri Nov 2010:11:25 2015 Page 1 ID:0S7VY55ZG2cyehlmUFHn6H37 WL-qTf w1EsKPj1NcdyiQyCRGzOKzcvTAL9MA9nP4PyHKnW 5-7-11 11-2-10 16-9-8 22-4-6 ! _27-11-5 I 33-7-0 I 5-7-11 I 5-6-14 I 5-6-14 ! 5-6-14 5-6-14 5-7-11 4x5= Scale=1:60.7 5 6.00 FIT ;i 21 22 2x4 I I 2x4 I 4 6 2x4 t 3x4 111-1111111144104144. 2x4 3x4 3 ,c 7 2,0•00 23 1 / _ 1 R7 - 'm' , i Fri rr'�' RI III In ea 13 12 24 25 11 10 o 5x6= 0 S4%L9) 3x8 MTZOHS= 3x8= 0-5.8(0.1-9) 1343#/-148# 3x8= 3x8 MT2OHS.= 1343#1-148# 11-2-10 22-4-6 I 337-0 l I 11-2-10 I 11-1-13 11-2-10 - LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.6710-13 >605 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -1.10 10-13 >365 180 MT2OHS 187/143 BCLL 0.0 • Rep Stress Incr YES WB 0.34 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:173 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 SP No.3,Right:2x4 SP No.3 Installation guide_ -- REACTIONS. (lb/size) 1=1343/0-5-8 (min.0-1-9),9=1343/0-5-8 (min.0-1-9) Max Horz 1=-153(LC 10) Max Uplift 1=-148(LC 12),9=-148(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-20=-2362/412,2-20=-2245/431,2-3=-2047/342,3-4=-1976/365,4-21=-2059/444,5-21=-1988/465,5-22=-1988/465, 6-22=-2059/444,6-7=-1976/365,7-8=-2047/342,8-23=-2245/431,9-23=-2362/412 BOT CHORD 1-13=-309/2101,12-13=-86/1317,12-24=-86/1317,24-25=-86/1317,11-25=-86/1317,10-11=-86/1317,9-10=-309/2048 WEBS 5-10=-169/979,6-10=-373/195,8-10=-335/158,5-13=-169/979,4-13=-373/195,2-13=-335/158 1 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=34ft;eave=oft;Cat.II; Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-4-5,Interior(1)3-4-5 to 16-9-8,Exterior(2)16-9-8 to 20-1-13 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,with BCDL=10.0psf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 148 lb uplift at joint 1 and 148 lb uplift at joint 9. 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 Hy A0072s8r11 7327 703 Root Special 1 1 I Job Reference(optional) Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.820 s Apr 30 2015 WMTek Industries.Inc.Fri Nov 20 10:11:26 2015 Page 1 ID:0S7VY55ZG2cyehlmUFHn6Hz7_WL-IBDIEaSYA09EDnWu fkgpBZVjOFiuoPWPpXzcsyHKnV I 5-7-11 I 11-2-10 I 16-9-8 , 22-4-6 I 27-11-5__ I 31-9-8 —133 5-7-11 5-6-14 5-6-14 5-6-14 5-6-14 3-10-3 1-9-8 4x5= Scale=1:62.3 5 24 2x4 I I 23 2x4 II 4 6 2x4 - �.. 2x4 3x4- j �\ 3x4 6.00 12 c 7 8 2 3� 3 '• 2x4 11 -",.:› \ 25 2x4 II !� wa 1• 1 — :.rc �� � �HW1 7 -:-148# 13 12 26 27 11 10 USP-THD26 0-5-M-1-0) 3x8= 3x8 MT2OHS= 5x6 1343#/-4 l 3x8 MT2OHS= 3x8= 2x4 11-2-10 16.9.8 22-0.8 _ 31-9-8 33-7-0 I 11-2-10 5-6-14-- i — 5-6-14 i 9-5-2 1 1-9-8 Plate Offsets(X,Y)– [1:0-0-0,0-1-9],[1:0-3-1,Edg,,19:0-1-14,0-1-0] _ LOADING(psf) SPACING- 2-0-0 CSI. ( DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.67 10-13 >605 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -1.10 10-13 >365 180 MT2OHS 187/143 BCLL 0.0 • Rep Stress Inc: YES WB 0.34 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:176 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except' TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except T3:2x4 SP No.3 end verticals. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 , MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 SP No.3,Right:2x4 SP No.3 I Installation guide. REACTIONS. (lb/size) 1=1343/0-5-8 (min.0-1-9),9=1343/Mechanical Max Horz 1=153(LC 11) Max Uplift 1=-148(LC 12),9=-148(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-22=-2362/412,2-22=-2245/431,2-3=-2047/342,3-4=-1976/365,4-23=-2059/444,5-23=-1988/465,5-24=-1988/465, 6-24=-2059/444,6-7=-1976/365,7-8=-2047/342,8-25=-2245/431,9-25=-2362/412 BOT CHORD 1-13=-309/2101,12-13=46/1317,12-26=-86/1317,26-27=46/1317,11-27=-86/1317,10-11=-86/1317,9-10=-309/2048 WEBS 5-10=-169/979,6-10=-373/195,8-10=-335/158,5-13=-169/979,4-13=-373/195,2-13=-335/158 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=34ft;eave=4ft;Cat.II; Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-4-5,Interior(1)3-4-5 to 16-9-8,Exterior(2)16-9-8 to 20-1-13 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 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,with BCDL=10.0psf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 148 lb uplift at joint 1 and 148 lb uplift at joint 9. 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 Pruss Truss Type I �y — A0072982 la 7327 704 Roof Special ,1 1 Job Reference_Optional) Building Component Supply.Green Cove Spinee,FL Run:7.620 8 Apr 30 2015 Print 7.620 s Apr 30 2015 ltTek Industries,Inc. Fri Nov 20 10:11:26 2015 Page 1 ID:OS7VY552G2cyehlmUFHn6Hz7 WL-IBDIEasyA09EDnWu fkgpBZSCOFiuoPWPpXzcsyHMV 5-7-11 11-2-10 16-9-8 22-4-6 27-11-5 _ ,29-9-8, 33-7-0 I 5-7-11 I 5-6-14 I 5-6-14 5-6-14 5-6-14 1-10-3 3-9-8 4x5= Scale=1:62.3 5 ii ;;,2x4 I I \----, 4 2x4 II 4 �\ 6 2x4 c 2x4.- 3x4 3x4 6.00 FIT 7 8 2x4 I'. 2 3�. 'Jt. 2x4 ii 22 25 f / W1 : _, u? ✓ 1 �'t HW1 'N • ^,{ —..■:r■ssuo— 111 T'/-148# 2i 13 12 26 27 11 10 USP-THD2�6-9 0-54 )� 3x8= 3x8 MT2OHS= 1343#1-4x10 I I 3x8 MT2OHS= 3x8= 2x4 1 11-2-10 22-44 I 29-9.8 + 33-7-0 11 2-10 I 11-1-13 7-5-2 349-8 Plate Offsets(X,Y)— [1:0-0-0,0-1-9],11:0-3-1,Edge1,[9:0-1-14,0-1-0] LOADING(psf) SPACING- 2-0-0 ( CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.67 10-13 >605 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -1.1010-13 >365 180 MT2OHS 187/143 BCLL 0.0 • Rep Stress Incr YES WB 0.34 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:181 lb FT=20% — — LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except" TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except T3:2x4 SP No.3 end verticals. Except: i BOT CHORD 2x4 SP No.1 3-6-0 oc bracing:8-20 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEDGE , MiTek recommends that Stabilizers and required cross bracing Left:2x4 SP No.3,Right:2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. _ ____ i REACTIONS. (lb/size) 1=1343/0-5-8 (min.0-1-9),9=1343/Mechanical Max Horz 1=153(LC 11) Max Uplift 1=-148(LC 12),9=-148(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-22=-2362/412,2-22=-2245/431,2-3=-2047/342,3-4=-1976/365,4-23=-2059/444,5-23=-19881465,5-24=-1988/465, 6-24=-2059/444,6-7=-1976/365,7-8=-2047/342,8-25=-2245/431,9-25=-2362/412 BOT CHORD 1-13=-309/2101,12-13=-86/1317,12-26=-86/1317,26-27=-86/1317,11-27=-86/1317,10-11=-86/1317,9-10=-309/2048 WEBS 5-10=-169/979,2-13=-335/158,4-13=-373/195,5-13=-169/979,6-10=-373/195,8-10=-335/158 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=34ft;eave=4ft;Cat.II; Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-4-5,Interior(1)3-4-5 to 16-9-8,Exterior(2)16-9-8 to 20-1-13 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 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,with BCDL=10.0psf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 148 lb uplift at joint 1 and 148 lb uplift at joint 9. 9) Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)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 b Truss rusiType -- OF—N — T A0072983J 7327 11)5 Roof Special —_-- 1 1 Job Reference(optional) Building Component Supply,Green Cove Springs,FL Run:7.620 s Aix 30 2015 Print 7.620 s Apr 30 2015 kiTek Industries,Inc. Fri Nov 20 10:11:28 2015 Page 1 ID:OS7VY55ZG2cyehlmUFHn6Hz7_WL-IBDIEasyA09E0nWu fkgpBZSCOFiuoPWPpXzcsyHicnV 5-7-11 11-2-10 16-9-8 22-4-6 27-9-8 27-11-5 33-7-0 I 5-7-11 I 5-6-14 I 5-6-14 I 5514 5-5-2 0-�---13 5-7-11 4x5= Scale=1:62.3 5 is 23 2x4 II 22 ��\ 2x4 II 4 6 Tx4 = 2x4 11 3x4 2x4-- 6.00 I 3x4 7 2x4 II 2 3 0 e 8 K+—a: 21 / \24 \ a din i lj \I i HW1 1 ■ s —.. :rimer—..— B1_ 1 x .-148#1 12 25 26 11 13 10 USP-THD269 O-5.9-1-9) 3x8 MT2OHS= 3x8 MT2OHS- 5x6 1343#1-4 10 II 3x8= 3x8= 2x4 ! 11-2-10 16-9-8 22-4-6 27-9-8 3.37-0 11-2-10 I 5-6-14 I 5-0 14 I 5-5-2 5-9-8 Plate Offsets(X,Y)– [1:0-3-1,Edge),[1:0-0-0,0-1-9),[8:0-3-8,Edge),[9:0-1-14,0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.6710-13 >605 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -1.1010-13 >365 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.34 , Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:185 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except T3:2x4 SP No.3 end verticals. Except: BOT CHORD 2x4 SP No.1 3-6-0 oc bracing:8-19 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEDGE f MiTek recommends that Stabilizers and required cross bracing Left:2x4 SP No.3,Right:2x4 SP No.3 I be installed during truss erection,in accordance with Stabilizer Installation guide. 1 REACTIONS. (lb/size) 1=1343/0-5-8 (min.0-1-9),9=1343/Mechanical Max Horz 1=153(LC 11) Max Uplift 1=-148(LC 12),9=-148(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-21=-2362/412,2-21=-2245/431,2-3=-2047/342,3-4=-1976/365,4-22=-2059/444,5-22=-1988/465,5-23=-1988/465, 6-23=-2059/444,6-7=-1976/365,7-8=-2047/342,8-24=-2245/431,9-24=-2362/412 BOT CHORD 1-13=-309/2101,12-13=-86/1317,12-25=-86/1317,25-26=-86/1317,11-26=-86/1317,10-11=-86/1317,9-10=-309/2048 WEBS 5-10=-169/979,6-10=-373/195,5-13=-169/979,4-13=-373/195,2-13=-335/158,8-10=-335/158 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=34ft;eave=4ft;Cat.II; Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-4-5,Interior(1)3-4-5 to 16-9-8,Exterior(2)16-9-8 to 20-1-13 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 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,with BCDL=10.0psf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 148 lb uplift at joint 1 and 148 lb uplift at joint 9. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)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 1TrussType Qt - Idly - - — A0072984I. 7327 T06 Roof Special 1 I 1 l IJob Reference(optional) __I I Building Component Supply,Green Cove Springs,Fl Run:7.620 a Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc.Fri Nov 20 10:11:27 2015 Page 1 ID:OS7VY55ZG2cyehlmUFHn6Hz7 WL-nNngSvtaxt<H5rx54XNFvLO5dyQbxdFffeTGW81yHIOU 5-7-11 11-2-10 16-9-8 22-4-6_- 25-9-8 27-11-5 33-7-0 I 5-7-11 I 5-6-14 l 5-6-14 5-6-14 3-5-2 7113 I 5-7-11 4x5 Scale=1:62.3 5 2 24 2x4 !I 2x4 I 4 6 2 x 4 2 x 4 II 2x4 2x4 I I 3x4 6.00 12 3x4 8 8 I 2 30 '' 25 22 W4 N 1 I T1 'Mill I 14 ji/ :r em 1 _ HWt iq 13 12 11 10 USP-THD2O 3x8 MT20HS= 3x8 MT20HS z- 5x6 1343fN- 0-SAW)8# 2x4 i 4x10 it 3x8= 3x8 11-2-10 16-9-8 22-4-6 25-9-8 33-7-0 -i 11-2-10 I 5-6-14 I 5-6-14 I 3-5-2 I 7-9-8 Plate Offsets(X,Y)- [1:0-0-0,0-1-9],[1:0-3-1,Edge],[9:0-1-14,0-1-0] 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 0.68 Vert(LL) -0.67 10-13 >605 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -1.1010-13 >365 180 MT20HS 187/143 BCLL 0.0 • Rep Stress Incr YES WB 0.34 Horz(TL) 0.10 9 n/a n/a Weight:190 lb FT=20% BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except T3:2x4 SP No.3 end verticals. Except: BOT CHORD 2x4 SP No.1 3-6-0 oc bracing:8-20 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEDGE ; MiTek recommends that Stabilizers and required cross bracing Left:2x4 SP No.3,Right:2x4 SP No.3 I be installed during truss erection,in accordance with Stabilizer Installation g_uide._ REACTIONS. (lb/size) 1=1343/0-5-8 (min.0-1-9),9=1343/Mechanical Max Horz 1=153(LC 11) Max Uplift1=-148(LC 12),9=-148(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-22=-2362/412,2-22=-2245/431,2-3=-2047/342,3-4=-1976/365,4-23=-2059/444,5-23=-1988/465,5-24=-1988/465, 6-24=-2059/444,6-7=-1976/365,7-8=-2047/342,8-25=-2245/431,9-25=-2362/412 BOT CHORD 1-13=-309/2101,12-13=-86/1317,12-26=-86/1317,26-27=-86/1317,11-27=-86/1317,10-11=-86/1317,9-10=-309/2048 WEBS 5-10=-169/979,6-10=-373/195,8-10=-335/158,5-13=-169/979,4-13=-373/195,2-13=-335/158 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=34ft;eave=4ft;Cat.II; Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-4-5,Interior(1)3-4-5 to 16-9-8,Exterior(2)16-9-8 to 20-1-13 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 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,with BCDL=10.Opsf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 148 lb uplift at joint 1 and 148 lb uplift at joint 9. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)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 --Truss pe - j Qty —'PIT—- — -- A0072985 7327 T07 Roof Special 11 1 l Job Reference(optional) Building Component Supply.Green Cove Springs,FL Run:7.620 s Apr 30 2015 Pmt 7.820 s Apr 30 2015 MiTek Industries,Inc.Fri Nov 20 10:11:27 2015 Page 1 I D:OS7VY55ZG2cyehlmUFHn6Hz7_W L-nN ngSvtaxKH5rx54XNFvLO5ddQcNd6ofeTGWBIyHKnU 5-7-11 11-2-10 16-9-8 24-7.0 28-11-4 l 33-7-0 { 5-7-11 I 5-6.14 { 5.6-14 } 7-9-8 4-4-4 4-7-12 Scale=1:61.8 4x5= 5 /� 20 2x4 II 19 �. 4 \T�i:- - 4x5= 2x4 II 3x5= i \ 2x4 �; y \ 6 7 8 3x4 1, r. 1 6.00 12 /ice ar.A;3 �2 .�� 9 16 \_ �I El 1 I.I. I32 .. : 14 13 23 24 1211 10 USP-T I 4 0.5,8-L-9) 3x8 3x8 MT2OHS= 2x4 I I 4x10= 1337#/-1 II 3x8 MT20HS= 3x4= exit) 11-2-10 16-9-8 22-2-10 24-7-0 28-11-4 33-7-0 I 11-2-10 l 5-6-14 { 5-5-2 { 2-4-6 l 4-4 4 l 4-7-12 { Plate Offsets(X,Y)- [1:0-0-0,0-1-9],[1:0-3-1,Edge],[8:0-2-0,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.58 11-14 >694 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.0511-14 >384 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(TL) 0.09 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:192 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, except T3:2x4 SP SS end verticals. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE I be installed during truss erection,in accordance with Stabilizer Left:2x4 SP No.3 ;_.Installation guide. _ REACTIONS. (lb/size) 9=1337/Mechanical,1=1337/0-5-8 (min.0-1-9) Max Horz 1=130(LC 12) Max Uplift9=-158(LC 12),1=-138(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-18=-2352/396,2-18=-2235/415,2-3=-2033/323,3-4=-1974/346,4-19=-2062/419,5-19=-1996/441,5-20=-1849/375, 6-20=-1955/357,6-21=-1111/198,7-21=-1111/198,7-22=-1111/198,8-22=-1111/198,8-9=-1292/267 BOT CHORD 1-14=-435/2081,13-14=-230/1304,13-23=-230/1304,23-24=-230/1304,12-24=-230/1304,11-12=-230/1304, 10-11=-333/1848,9-10=-3/13 WEBS 5-11=-69/773,5-14=-157/958,4-14=-367/185,2-14=-336/162,6-11=-449/170,6-10=-1134/205,7-10=-267/114, 8-10=-284/1605 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=34ft;eave=4ft;Cat.II; Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-4-5,Interior(1)3-4-5 to 16-9-8,Exterior(2)16-9-8 to 20-1-13,Interior(1)24-7-0 to 33-5-4 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 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,with BCDL=10.0psf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 158 lb uplift at joint 9 and 138 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 IRAs Truss Type Qty I A0072980 7327 TOB Roof Special 1 1 Job Reference(optional) Building Component Supply,Green Cove Springs.FL Run:7.620 s Apr 30 2015 Print 7.620 a Apr 30 2015 MaTek Industries,Inc.Fri Nov 2010:11:27 2015 Page 1 ID:OS7VY55ZG2cyehlmUFHn6Hz7 WL-nNngSvtaxKH5rx54XNFvLO5dyObxdFffeTGW810HKnU 5-7-11 11-2-10 16-9-8 22-4-6 26-7-0 �7-11-5 33-7-0 i I 5-7-11 I 5$14 i 5.6-14 l 5-6-14 ( 4-2-10 1-4-5 5.7-11 4x5_ Scale=1:62.3 5 i! \ 2x4 II 24 2x4 II 4 6 2x4--:. . : 3x4 2 x 4 I I 2x4 3x4 2x4 I 6.00 12 3 ,3 r :�aaK 25 22/ r W2 Ml2 W1 4 el 1 v 1�� 1 -- \. HWt -4 T'.148# ° 13 12 26 27 11 10 USP-THD269 0-5-m-1-g9))� 3x8 MT2OHS-- 3x8 MT2OHS-= 5x6= 1343#/-4x10 II 3x8= 3x8= 2x4 I I I 11-2-10 169-8 22-4-6 28-7-0 33 7-0 11-2-10 i 5$14 { 5$14 I 4-2-10 1 7-0-0 { Plate Offsets(X,Y)- [1:0.0-0,0-1-9],[1:0-3-1,EdgJ,[9:0-1-14,0-1-0] LOADING(psf) SPACING- 2-0-0 l C . DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.6710-13 >605 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 I BC 0.97 Vert(TL) -1.1010-13 >365 180 MT2OHS 187/143 BCLL 0.0 • Rep Stress Incr YES WB 0.34 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:188 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except T3:2x4 SP No.3 end verticals. Except: BOT CHORD 2x4 SP No.1 3-6-0 oc bracing:8-20 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEDGE f-MiTek recommends that Stabilizers and required cross bracing Left:2x4 SP No.3,Right:2x4 SP No.3 i be installed during truss erection,in accordance with Stabilizer l Installation guide. REACTIONS. (lb/size) 1=1343/0-5-8 (min.0-1-9),9=1343/Mechanical Max Horz 1=153(LC 11) Max Uplift1=-148(LC 12),9=-148(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-22=-2362/412,2-22=-2245/431,2-3=-2047/342,3-4=-1976/365,4-23=-2059/444,5-23=-1988/465,5-24=-1988/465, 6-24=-2059/444,6-7=-1976/365,7-8=-2047/342,8-25=-2245/431,9-25=-2362/412 BOT CHORD 1-13=-309/2101,12-13=-86/1317,12-26=-86/1317,26-27=-86/1317,11-27=-86/1317,10-11=-86/1317,9-10=-309/2048 WEBS 5-10=-169/979,6-10=-373/195,8-10=-335/158,5-13=-169/979,4-13=-373/195,2-13=-335/158 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=34ft;eave=4ft;Cat.II; Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-4-5,Interior(1)3-4-5 to 16-9-8,Exterior(2)16-9-8 to 20-1-13 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 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,with BCDL=10.Opsf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 148 lb uplift at joint 1 and 148 lb uplift at joint 9. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)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 runs russ Type T3FY Y A007298r 7327 709 Roof Special 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 bMTek Industries.Inc.Fri Nov 20 10:11:28 2015 Pagel I D:OS7VY55ZG2cyehl mUFHn6Hz7_W L-FaK2fFuCiePyT5g G54m8uceoi pxAMiups703hkyHKnT 5-7-11 11-2-10 16-9.8 I 22-4-6 27-11-5 20-770 33-7-0 5-7-11 I 5$14 I 5.6-14 5.6-14 5-6-14 0=7- 1 5-0-0 4x5_ Scale=1:62.3 5 23 \-\ 24 2x4 11 \ 2x4 11 � 6 2x4 1 2x4 2x4 II 3x4 i 6.0012 3x4 - 2 3 , g 2x411 : I zz `" w- IQ 1 6-) 1 EHW1 !� -- - a =..�s':r��..— °f 134 T'-148# 13 12 26 27 11 10 USP-THD2® 0-5-03-L-9) 3x8 MT20HS= 3x8 MT2OHS= 5x6 134314.4xg10 II 3x8= 3x8= 2x4 11-2-10 16-9-8 I 22-4-6 l 28-7-0 1 33-7-0 11-2-10 5-6-14 5-6-14 6-2-10 5-0-0 Plate Offsets(X,Y)— [1:0-0-0,0-1-9],[1:0-3-1,Edge],[9:0-1-14,0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.67 10-13 >605 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -1.10 10-13 >365 180 MT2OHS 187/143 BCLL 0.0 • Rep Stress Incr YES WB 0.34 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:184 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except T3:2x4 SP No.3 end verticals. Except: BOT CHORD 2x4 SP No.1 3-6-0 oc bracing:8-20 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left:2x4 SP No.3,Right:2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1343/0-5-8 (min.0-1-9),9=1343/Mechanical Max Horz 1=153(LC 11) Max Uplift 1=-148(LC 12),9=-148(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-22=-2362/412,2-22=-2245/431,2-3=-2047/342,3-4=-1976/365,4-23=-2059/444,5-23=-1988/465,5-24=-1988/465, 6-24=-2059/444,6-7=-1976/365,7-8=-2047/342,8-25=-2245/431,9-25=-2362/412 BOT CHORD 1-13=-309/2101,12-13=-86/1317,12-26=-86/1317,26-27=-86/1317,11-27=-86/1317,10-11=-86/1317,9-10=-309/2048 WEBS 5-10=-169/979,6-10=-373/195,8-10=-335/158,5-13=-169/979,4-13=-373/195,2-13=-335/158 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=34ft;eave=4ft;Cat.II; Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-4-5,Interior(1)3-4-5 to 16-9-8,Exterior(2)16-9-8 to 20-1-13 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 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,with BCDL=10.0psf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 148 lb uplift at joint 1 and 148 lb uplift at joint 9. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)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 (Truss Type - Qty - - A0o72988 7327 710 (GABLE 1 1 Job Referencejoptional) Building Component Suppy,Green Cove Spr rigs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc.Fri Nov 2010:11:29 2015 Page 1 ID:OS7Vy55ZG2cyehlmUFHn6Hz7_WL-jmuRtbvgTxYo4EFTfoHNRpBvmDKy5 7MySnIdDByHMS 3.0.0 I 9-2-7 15-5-8 21-3-13 _ 27-4-8 27-,5-8303-8 30r�-o 33-7-0 , 3-0-0 6-2-7 I 6-3-1 I 5-10-5 I 6-0-11 0-1-0 2-10-0 0 3`8 3-0-0 4x5= Scale=1:65.5 0 12 73 1 74 7 4 II .475 NAILEDLED 6.00 123. 7 4 10= Special NAILED NAILED 5 j° Iiir; 20 5%6 NAILED p �r 6 t gT2 6 5x8-5x6 7'-72' NAI Al D 5 ST4NA ED T42 8x10 MT2OHS I ST7 NAII,3Es s g, . 6 �� 6y 1 .IL^s SLED 1 • s 16 •IAI 'r 18 23 77 NA D 25 4 1' Mi i •i�-.�i.�m -17. r-may. 4 4 � � f Y■�'-- ire. �. i � N rr u�r:z- u... u B Mr_mrarasursrra,ra r :3_��ranr_ra: ��g-23 33 57 58 32 59 31 60 30 61 62 2863 64 27 65 66 67 26 8 0-5-8(9044) Special NAILED NAILED 5x8 7-- 3x8 MT2OHS= NAILED NAILED NAILED 7x10= NAILED NAILED NAILED NAILED 5x8= 16123V228# NAILED NAILED NAILED NAILED NAILED NAILED 3-0-0 9-2-7 15-5-8 21-3-13 21x7-8 27-4-8 27,1--8 33.7-0 I I I 3-0-0 6-2-7 6-3-1 5-10-5 - -1 5-9-0 6-1-8 Plate Offsets(X,Y)- [1:0-8-0,0-0-5],[2:0-5-4,0-2-12],[8:0-6-0,0-4-8],[9:0-4-12,0-1-8][21:0-2-8,0_2-0],[25:Edge,0-3-8],[28:0-2-0,Edgel,_[32:0-4-0,0_2_0L___ LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.28 27-29 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.72 27-29 >557 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.97 Horz(TL) 0.18 26 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight:312 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins, T3:2x4 SP No.2,T4:2x6 SP No.1 except end verticals. Except: BOT CHORD 2x4 SP No.1 1 Row at midpt 3-6,6-8 WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 8-0-13 oc bracing. W3:2x4 SP No.2 WEBS 1 Row at midpt 21-26 OTHERS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):6,8,21,16,11,18 MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer Lnstallation_guide, REACTIONS. (lb/size) 1=1612/0-5-8 (min.0-1-14),26=1664/Mechanical Max Horz 1=133(LC 24) Max UpIift1=-228(LC 8),26=-230(LC 8) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-31721453,2-3=-4086/683,3-4=-2424/535,4-6=-2424/535,6-8=-2424/535,8-9=-1578/353,9-11=-1578/353, 11-13=-1578/353,13-15=-1578/353,15-16=-1578/353,16-18=-1578/353,18-19=-1578/353,19-21=-1578/353, 21-23=-123/1397,23-24=123/1397,24-55=-265/25,55-56=-265/25,25-56=-265/25,25-26=-513/98,3-69=-1902/200, 69-70=-1869/201,5-70=-1784/212,5-71=-1965/323,71-72=-1859/326,72-73=-1837/336,7-73=-1766/336, 7-10=-1847/419,10-12=-1844/397,12-74=-1815/369,14-74=-1886/360,14-75=-1859/304,17-75=-1917/296, 17-20=-1875/242,20-76=-1880/235,22-76=-1897/232,22-77=-1858/186,24-77=-1879/181 BOT CHORD 1-33=-422/2792,33-57=-416/2800,57-58=-416/2800,32-58=-416/2800,32-59=-283/2182,31-59=-283/2182, 31-60=-283/2182,30-60=-283/2182,30-61=-292/2159,61-62=-292/2159,29-62=-292/2159,28-29=-603/3922, 28-63=-603/3922,63-64=-603/3922,64-65=-603/3922,27-65=-603/3922,27-66=-603/3922,66-67=-603/3922, 67-68=-603/3922,26-68=-603/3922 WEBS 2-32=-277/1335,2-33=0/184,6-32=-687/265,8-30=0/291,8-32=-415/1974,8-29=-218/1244,21-26=-3800/600, 16-29=0/202,21-29=-720/106,21-27=0/271,9-10=-346/1445,7-8=-190/175,4-5=-445/228,11-12=-89/50,14-15=-210/128 ,17-18=-192/108,19-20=-44/4,22-23=-184/98 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=34ft;eave=4ft;Cat.II; Exp B;End.,GCpi=0.18;MWFRS(directional);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 MT20 plates unless otherwise indicated. 6)All plates are 2x4 MT20 unless otherwise indicated. 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. 10)Refer to girder(s)for truss to truss connections. Continued on page 2 Job Truss Truss Type O --- Y A00729td6 7327 T10 GABLE 1 1 Job Reference(optional) Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Pmt 7.620 s Apr 30 2015 MiTek Industries,Inc. Fri Nov 20 10:11:29 2015 Page 2 ID:OS7VY55ZG2cyehImUFHn6Hz7_WL-jmuRtbvgTxYo4EFTfoHNRpBvmDKy5 7MySnIdDByH S NOTES- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 228 lb uplift at joint 1 and 230 lb uplift at joint 26. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)124 lb down and 114 lb up at 3-0-0 on top chord,and 38 lb down and 19 lb up at 3-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 16)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=-60,24-25=-60,26-52=-20,3-10=-60,10-24=-60 Concentrated Loads(lb) Vert:2=-9(F)32=-22(F)33=-29(F)30=-22(F)29=-22(F)10=-15(F)5=-15(F)14=-15(F)17=-15(F)55=-15(F)56=-15(F)57=-22(F)58=-22(F)59=-22(F)60=-22(F) 61=-22(F)62=-22(F)63=-22(F)64=-22(F)65=-22(F)66=-22(F)67=-22(F)68=-22(F)69=-15(F)70=-15(F)71=-15(F)72=-15(F)73=-15(F)74=-15(F)75=-15(F) 76=-15(F)77=-15(F) Tob Truss --?ties 1 ype _ — y A0072989• • 7327 711 GABLE 1 1 Job Reference(optional) Building Component Supply,Green Cove Springs.FL Run:7.620 s 310 2015 Print:7.620 s Apr 30 2015 ASTek Industries,Inc.Fri Nov 20 10:11:30 2015 Page 1 ID:OS7VYS5ZG2cyehlmUFHn6Hz7__WL-BySp4xwSDFgfiOgfDVoczlj9mdgDgfa6KRVAIdyHKnR I 5.0.0 I 9-5-8 1 13-11-0 — 15.0- 0 5-0-0 4-5-8 4x5_ Scale=1:36.3 ■ 3 5 INAILED NAILE9 �� LED 1 6x6— 4x5= 3. NAILED 4x5= 6r6= 1 I ,ST 600 12 NA ED iill�"ffi`71)��77litUl �1 I---, LED NAILE�j/e 24 23 \ - r `-J1`--,., 9 ' 8 l \ ffQ 1 ' 1 11 0 1 nil 82 n� �+11d B1 v 25 12 26 11 27 10 28 29 30 9 31 8 NAILED NAILED 3x4= 3x8= NAILED NAILED NAILED 4x6 II 4x6 11 0-3-8(0-1-8) NAILED NAILED 0-3-8(0-1-8) 1259#/-533# NAILED 1258#/-533# 5-0-0 9-5-8 13-11-0 i 18-11-0 I 5-0,0 I 4-5-8 4-5-8 5-0-0 Plate Offsets(X,Y)— [1:0-2-12,0-0-11]j2:0-4-12,Edge],[3:0-4-3,0-2-4],[4:0-1.8,0-1-0],[6:0-0-13,0-2-4],[7:0-4-12,Edge],[8:0-2-12,0-0-11] LOADING(psf) SPACING- 2-0-0 CSI. i DEFL in (loc) lldefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 1 Vert(LL) 0.11 9-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 I BC 0.80 Vert(TL) -0.18 9-10 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.14 Horz(TL) 0.06 8 n/a n/a Weight:103 lb FT=20% BCDL 10.0 Code FBC2014/TPI2007 I (Matrix-M) LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):4 OTHERS 2x4 SP No.3 P MiTek recommends that Stabilizers and required cross bracing WEDGE I be installed during truss erection,in accordance with Stabilizer Left:2x4 SP No.3,Right:2x4 SP No.3 L Install a tiong uide. REACTIONS. (lb/size) 1=1259/0-3-8 (min.0-1-8),8=1258/0-3-8 (min.0-1-8) Max Horz 1=73(LC 7) Max Uplift 1=-533(LC 8),8=-533(LC 8) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-23=-2116/930,2-23=-2052/944,2-3=-2113/1040,3-4=-1657/867,4-6=-1657/867,6-7=-2113/1040,7-24=-2051/944, 8-24=-2115/930,3-32=-561/232,32-33=-503/217,5-33=-418/212,5-34=-418/212,34-35=-503/217,6-35=-561/232 BOT CHORD 1-25=-790/1832,12-25=-790/1832,12-26=-795/1844,11-26=-795/1844,11-27=-795/1844,10-27=-795/1844, 10-28=-795/1843,28-29=-795/1843,29-30=-795/1843,9-30=-795/1843,9-31=-790/1831,8-31=-790/1831 WEBS 2-12=-92/305,7-9=-92/304,4-10=-124/56,2-10=-203/337,7-10=-203/370 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=oft;Cat.II; Exp B;End.,GCpi=0.18;MWFRS(directional);porch left and right exposed;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.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 533 lb uplift at joint 1 and 533 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)Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,2-3=-60,6-7=-60,7-8=-60,17-20=-20,3-5=-60,5-6=-60 Continued on page 2 Job Truss Truss Type Qty Ply A007298g 7327 T11 GABLE 1 1 Job Reference(optional) Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.820 s Apr 30 2015AfTek Industries,Inc. Fri Nov 20 10:11:30 2015 Page 2 ID:OS7VY55ZG2cyehlmU FHn6Hz7_WL-BySp4xwSDFgfiOgfDVocz1 j9mdgDgfa6KRVAIdyHKn R LOAD CASE(S) Standard Concentrated Loads(lb) Vert:2=-70(F)7=-70(F)11=-48(F)12=-48(F)9=-48(F)23=2(F)24=2(F)25=-151(F)27=-48(F)28=-48(F)29=-48(F)31=-151(F)32=-70(F)33=-70(F)34=-70(F) 35=-70(F) Job Truss Truss Type Qty— Iy ■ A0072990I 7327 T12 Common 1 1 I Job Reference(optional) Building Component soppy,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 f iTek Industries,Inc. Fri Nov 20 10:11:30 2015 Page 1 I D:0S7VY55ZG2cyehl mUFHn6Hz7_W L-BySp4xwSDFgfiOgfDVocz1 j9Bdf8gf E6KRVAIdyHKn R 7-0-0 9-5-8 11-11-0 18-11-0 I 7-0-0 I 2-5-8 I 2-5-8 —7-0-0 4x5= Scale=1:34.4 3 Nil 2x4\\III 2x4// 6.00 F11 2 4 8 9• �i • T 7 \� 10 1 \ 5 1 mi1 -Thai• 4 3x6 11 6 3x6 11 5x8 I 9-5-8 —� 18.11-0 9-5-8 — 9-5-8 - I Plate Offsets(X,Y)– [1:0-2-12,0-0-71[5:0-2-12,0-0-71,[6:0-4-0,0-3A LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) 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. 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 WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 SP No.3,Right:2x4 SP No.3 I Installation guide. REACTIONS. (lb/size) 6=986/18-11-0 (min.0-1-13),1=264/18-11-0 (min.0-1-13),5=264/18-11-0 (min.0-1-13) Max Horz 1=-83(LC 10) Max Uplift6=-120(LC 12),1=-24(LC 12),5=-24(LC 12) Max Grav6=986(LC 1),1=294(LC 21),5=294(LC 22) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-7=-175/42,7-8=-109/78,2-8=0/83,2-3=0/178,3-4=0/178,4-9=-3/83,9-10=-109/78,5-10=-175/42 BOT CHORD 1-6=-45/99,5-6=-37/99 WEBS 3-6=-80/0,4-6=-400/203,2-6=-400/203 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 B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 9-5-8,Exterior(2)9-5-8 to 12-5-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 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 120 lb uplift at joint 6,24 lb uplift at joint 1 and 24 lb uplift at joint 5. 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 10.--- •Ply Ao07299t II 7327 T13 Common 1 7 1 Job Reference(optional) Building Component Supply,Green Cove Spines.FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc.Fri Nov 2010:11:31 2015 Page 1 ID:0S7VY55ZG2cyehlmUFHn6Hz7_WL-f90BIHw5 ZoWKYPnnCJrWEGMD1OLZ4SFZ4EkH3yHKnQ 7-0.0 I 9.5-8 11-11-0 I _ 18-11-0 I 7-0-0 2-5-8 2-5-8 7-0-0 4x5- Scale=1:33.8 3 2x4\\ \ 2x4 ii 6.00 12 2 \ 4 15 14 13 \:\ 16 1 1 ,�\ \ 5 r�. 1 to 2i n G 1 �B1 I B1 id I 6 3 x 6 1 1 5x8= 3 x 6 1 1 0-5-8(0-1-8) 0-5-8(0-1-8) 757#/-84# 757#/-84# 9-5-8 I 18-11-0 9-5-8 Plate Offsets(X,Y)— [1:0-2-8,0-0-15],[5:0-2-8,0-0-151,[6:0-4-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.11 6-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.32 6-9 >715 180 BCLL 0.0 • Rep Stress Incr YES WB 0.29 Horz(TL) 0.02 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:81 lb FT=20% 1_ LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-9 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 WEDGE be installed during truss erection,in accordance with Stabilizer I Left:2x4 SP No.3,Right:2x4 SP No.3 I Installation guide. REACTIONS. (lb/size) 1=757/0-5-8 (min.0-1-8),5=757/0-5-8 (min.0-1-8) Max Horz 1=78(LC 11) Max Uplift1=-84(LC 12),5=-84(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-13=-1122/217,13-14=-1047/233,2-14=-954/235,2-3=-910/226,3-4=-910/226,4-15=-954/235,15-16=-1047/233, 5-16=-1122/217 BOT CHORD 1-6=-131/936,5-6=-131/936 WEBS 4-6=-344/163,3-6=-181/769,2-6=-344/164 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 9-5-8,Exterior(2)9-5-8 to 12-5-8 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 20.0psf 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 84 lb uplift at joint 1 and 84 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 Truss -Truss Type – Qty PI),— –.- A0072992. ' 7327 714 Common Girder 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 t.STek Industries.Inc.Fri Nov 2010:11:31 2015 P 1 W ID:OS755ZG2cyehlmUFHn6Hz 7_WL-f90BIHw5 ZoWKYPnnCJrWEGKt12pZzJFZ4EkH3yHKnQ I 4-11-3 9-5-8 — I 13-11-13 --i 18-11-0 4-11-3 4-6-5 4-6-5 4-11-3 4x5 11 Scale=1:34.4 3 •�\ 6.00 Ili \\ 3x5 \ 3x5 2 \� 4 ■ �w ` • I 1 _il 111■% .i� _59 ��11 B1'III III l!!!�_�II�1�MI 7o E4 15 8 16 17 7 18 19 6 20 21 WM TH026 3x8 I I THD26 8x12 tvtT20HS–111026 THD26 3x6 1, THD26 THD26 _ 6x8= – 6x8– 0-5-8(0-3-9) THD26 THD26 0.4-9(0-3-13) 5987#/-751# 6428#/-775# 4-11-3 9-5-8 13-11-13 18-10-8 18-11-0 I I 4-6-5 I 4-6-5 I 4-10-11 0 -8 Plate Offsets(X,Y)– [1:0.0-0,0-2-1],12:0-2-0,0-1-81[4:0-2-0,0-1-81,[5:0-0-0,0-2-1],[6:0-4-8,0-1-417:0-6-0,0-4-8 [8:0-4-8 0-1-8] LOADING(psf) SPACING- 2-0-0 CS I I DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.14 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.35 7-8 >650 180 MT20HS 187/143 BCLL 0.0 • Rep Stress Incr NO WB 0.75 1 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:212 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-15 oc purlins. BOT CHORD 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3'Except* W3:2x4 SP No.2 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=5987/0-5-8 (min.0-3-9),5=6428/0-4-9 (min.0-3-13) Max Horz 1=-78(LC 23) Max Uplift 1=-751(LC 8),5=-775(LC 8) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-10883/1368,2-3=-7822/1002,3-4=-7824/1002,4-5=-10960/1342 BOT CHORD 1-15=-1175/9659,8-15=-1175/9659,8-16=-1175/9659,16-17=-1175/9659,7-17=-1175/9659,7-18=-1153/9736, 18-19=-1153/9736,6-19=-1153/9736,6-20=-1153/9736,20-21=-1153/9736,5-21=-1153/9736 WEBS 3-7=-804/6637,4-7=-3236/429,4-6=-287/2807,2-7=-3146/455,2-8=-313/2748 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 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-6-0 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=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp B;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 751 lb uplift at joint 1 and 775 lb uplift at joint 5. 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 spaced at 2-0-0 oc max.starting at 3-0-12 from the left end to 17-0-12 to connect truss(es)T10(1 ply 2x4 SP),T09(1 ply 2x4 SP),T08(1 ply 2x4 SP),T07(1 ply 2x4 SP),TO6(1 ply 2x4 SP),T05(1 ply 2x4 SP),T04(1 ply 2x4 SP),T03(1 ply 2x4 SP)to back face of bottom chord. 11)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Continued on page 2 ,Job truss truss type !Qty PfY �— I AA0729921' t 7327 T14 Common Girder 1 21Job 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. Fri Nov 2010:11:31 2015 Page 2 ID:0S7VY55ZG2ccyehl mUF Hn6Hz7_W L-f90B I Hw5_ZoW KYPrmCJrW EGKt12pZzJFZ4EkH3yHKnO LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-60,3-5=-60,9-12=-20 Concentrated Loads(Ib) Vert:8=-1323(B)15=-1644(B)16=-1323(B)17=-1318(B)18=-1323(B)19=-1323(B)20=-1323(B)21=-1323(B) Job Truss Truss Type 101Y [Ply A007299 7327 T15 Monopitch Supported Gable 1 I 1 I I IJob Reference(optional) Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr�30 2015 MMTek Industries,Inc.Fri Nov 2010:11:31 2015 Page 1 ID:OS7VY55ZG2cyehlmUFHn6Hz7_WL-190BIHw5 ZoWKYPrmCJrWEGRz1BDZ81FZ4EkH3yHKnQ 13-4-0 I 13.4-0 Scale=5:20.9 8 • • 3.00 FIT 8 20 7 . • 5 MI 4 • • 4 3 • W1 ill ST7 2 • ST6 19 . ST5 . 4 0:IIII6 ST1 0'-1 - :B1 -13- 8- 0 0• .................................................................... ............................................................ ........• 17 16 15 14 13 12 11 10 3x4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:63 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. , REACTIONS. (lb/size) 10=11/13-4-0 (min.0-1-8),1=124/13-4-0 (min.0-1-8),11=117/13-4-0 (min.0-1-8),12=105/13-4-0 (min.0-1-8),13=108/13-4-0 (min.0-1-8), 14=101/13-4-0 (min.0-1-8),15=134/13-4-0 (min.0-1-8),16=-12/13-4-0 (min.0-1-8),17=334/13-4-0 (min.0-1-8),9=33/13-4-0 (min.0-1-8) Max Horz 1=105(LC 8) Max Uplift/1=-19(LC 8),12=-19(LC 8),13=-18(LC 8),14=-18(LC 8),15=-22(LC 8),16=-12(LC 1),17=-57(LC 8),9=-13(LC 8) Max Grav10=21(LC 3),1=124(LC 1),11=117(LC 1),12=105(LC 1),13=108(LC 1),14=101(LC 1),15=134(LC 1),16=1(LC 8),17=334(LC 1),9=33(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-19=-161/49,2-19=-153/60,2-3=-115/29,3-4=-110/36,4-5=-92/28,5-6=-77/23,6-20=-61/14,7-20=-58/17,7-8=-39112, 8-9=-12/6 BOT CHORD 1-17=0/0,16-17=0/0,15-16=0/0,14-15=0/0,13-14=0/0,12-13=0/0,11-12=0/0,10-11=0/0 WEBS 8-11=-87/97,7-12=-80/78,6-13=-80/53,5-14=-77/50,4-15=-97/69,3-16=-29/5,2-17=-238/213 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCOL=5.0psf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat.II; Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 13-4-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) 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. 3)All plates are 2x4 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 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)9 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 19 lb uplift at joint 11,19 lb uplift at joint 12, 18 lb uplift at joint 13.18 lb uplift at joint 14,22 lb uplift at joint 15,12 lb uplift at joint 16,57 lb uplift at joint 17 and 13 lb uplift at joint 9. 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 ZTruss Type K4 IPIY — -— A0072994I 7327 T16 IMonopitch •0 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.Fri Nov 20 10:11:32 2015 Page 1 ID:OS7VY55ZG2cyeh ImUFHn6Hz7_W L-7LaZVdxjlswNxi_2Kwg42SpXvRQbIMSOnk_HgVyHKnP 6-6-7 13-0_0 I I 6.6.7 —I 6-9-8 Scale=1:22.1 2x4 II 3 ■ 3.00 12 10 x4 2 -1 W3 , 0110 9 e W1 1 4 OB1 i 5 USP-THD26 3x$20'# 3x6 II 2x4 II 3x4= 0-5.8(0-1-8) 6-6-7 I 134.0 I 5271'1/-62# 6-6-7 6-9-8 Plate Offsets(X,Y)- [1:0-3-2,0-8-41,[1:0-0-0,0-1-71,[3:0-2-3,0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Weft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.06 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.16 4-5 >964 180 BCLL 0.0 " Rep Stress lncr YES WB 0.97 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:59 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-8 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. WEDGE 1 MiTek recommends that Stabilizers and required cross bracing 1 Left:2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer ,_In_s tallation guide. REACTIONS. (lb/size) 4=527/Mechanical,1=527/0-5-8 (min.0-1-8) Max Horz 1=104(LC 8) Max Uplift4=-92(LC 8),1=-62(LC 8) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-9=-1119/135,2-9=-1049/144,2-10=-90/0,3-10=-36/7,3-4=-170/102 BOT CHORD 1-5=-210/1056,4-5=-210/1056 WEBS 2-5=0/275,2-4=-1062/214 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 B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 13-2-4 zone;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 92 lb uplift at joint 4 and 62 lb uplift at joint 1. 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 1Truss Type Qty Ply < t 7327 717 MONOPRCH SUPPORTED 2 1 Job Reference(optional) Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Aw 30 2015 MTek Industries.Inc.Fri Nov 20 10:11:32 2015 Page 1 ID:OS7VY55ZG2cyehlmUFHn6Hz7 WL-7LaZVdxjlswNxi_2Kwg42SpdtRXFIbCtOnk_HgVyH nP 9.7-8 I 9-7-8 Scale=1:17.2 7 6 3.00 12 5 II M 14 M 4 3 Lii W1 2 . ST5 III... • ST3 ST2 1 fir♦ . I j♦ f is _J B1 '— �] •O••••••••••:: Job Truss Truss Type Oty--Ply .r t. 7327 T18 ROOF SPECIAL 10 1 I ! 1Job Reference(optional) 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.Fri Nov 2010:11:32 2015 Page 1 I D:OS7VY55ZG2cyehl mUF Hn6Hz7_W L-7LaZVdxjlswNxi_2 Kwg42SpRhRO_IalOnk_HgVyFIKnP 9-7-8 I 7� — 2-7-8 Scale=1:18.6 2x4 I I 3 3.00 Iff 2x4,� . 2 10 Illh- IP T1 9 W2 1 A 0? a — Bt s 3x8 II 38481-159# x5= 4 4x5= 0-3-8(0-1-8) 9-8-8 JUS24 or Equal 379firi 138# 9.8-8 Plate Offsets(X,Y)- [1:0-3-6,Edge],[1:0-0-0,0-1-11),[5:0-1-8,0-2-0] 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 0.87 ! Vert(LL) 0.32 5-8 >357 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 ; Vert(TL) -0.42 5-8 >274 180 BCLL 0.0 • Rep Stress Incr YES WB 0.13 Horz(TL) 0.03 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:39 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 7-10-14 oc bracing. WEDGE I Tek recommends that Stabilizers and required cross bracing Left:2x4 SP No.3 ! be installed during truss erection,in accordance with Stabilizer Installation guide. i REACTIONS. (lb/size) 5=384/Mechanical,1=379/0-3-8 (min.0-1-8) Max Horz 1=75(LC 8) Max Uplift5=-159(LC 8),1=-138(LC 8) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-9=-480/308,9-10=-462/311,2-10=415/320,2-3=-104/101,3-5=-67/54 BOT CHORD 1-5=-384/448,4-5=0/0 WEBS 2-5=-499/374 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 B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 9-5-12 zone;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 159 lb uplift at joint 5 and 138 lb uplift at joint 1. 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 JOtY y — ll l 1 — 1 A0072997 �. ar„ 7327 V01 Valley _ Job Reference(optional)__ Building Component Supply,Green Cove Springs.FL Run:7.620 8 Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries.Inc.Fri Nov 20 10:11:33 2015 Page 1 ID:OS7VY55ZG2cyehlmUFHn6Hz7 WL-bX8xizyLWA2F7s7EudMJb fLowgtk12vY00JgMyyHnO 3-8-6 I _10-0-12 3-8-6 I 1-4-0 + 1-4-0 I 3-8-6 4x5_ Scale=1:15.3 3 11 6.00 12 Zx4 I I 10 r' 4 2x4 II 2 T7/ P 61111 T1\ S1 T 12 9 W1 5 1 i /I • il . g •••00.000::0000.0•••:❖O••••J::O•:•000JO.••:••:•••OJ••000.00:0•:OOOOJ••O••••••••••OJO::O•J.••O:::O.O:JO••••••O.O:JO••O.00:A:•0000•:0:000• o •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 8 7 6 2x4 2x4 I 2x4 2x4 I 2x4 0-8-6 3-8.8 - 6-4-6 10-0-12 0-8-6 I 3-0.0 2.8-0 3-8-6 LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 i Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.04 I Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) i Weight:31 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 MTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 I be installed during truss erection,in accordance with Stabilizer L Installation guide. —_ REACTIONS. (lb/size) 1=80/8-8-0 (min.0-1-8),5=80/8-8-0 (min.0-1-8),7=37/8-8-0 (min.0-1-8),8=201/8-8-0 (min.0-1-8),6=201/8-8-0 (min.0-1-8) Max Horz 1=-31(LC 10) Max Uplift 1=-7(LC 12),5=-7(LC 12),8=-39(LC 12),6=-39(LC 12) Max Grav1=80(LC 1),5=80(LC 1),7=37(LC 17),8=201(LC 1),6=201(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-9=-34/16,2-9=-21/43,2-10=-34/60,3-10=-29/65,3-11=-29/65,4-11=-34/60,4-12=-12/33,5-12=-25/3 BOT CHORD 1-8=-10/31,7-8=-10/31,6-7=-10/31,5-6=-10/31 WEBS 3-7=-40/1,2-8=-149/131,4-6=-149/131 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 B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)1-3-7 to 4-3-7,Interior(1)4-3-7 to 5-0-6,Exterior(2)5-0-6 to 8-0-6 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 20.0psf 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 7 lb uplift at joint 1,7 lb uplift at joint 5,39 lb uplift at joint 8 and 39 lb uplift at joint 6. 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 ----1TrussType '(W IPIY_ ' J A007299 • 7327 V02 !Valley IJob Reference(optional) Building Component Supply,Green Cove Springs.FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 Wok Industries,Inc.Fri Nov 20 10:11:33 2015 Page 1 ID:OS7VY55ZG2cyeh ImUFHn6Hz7_W L-bX8xizyLWA2EZsZEudMJbfl.oXq pp 12 W Y0OjgMyyH KnO 3-0-6 —� 1 -0- Scale=1:11.8 3x4= 2 8.00 NI. 3 1 WP 131 o •....•........•.•...•.❖.•.•.•.•.•.•.•.•..•.•..•...❖...•.•.•..❖.•.•.•.•.•.•.•.....•.....•.•.•.•.❖...•.....•..❖.❖.❖.•...•...•.•.•..❖.❖.❖. .❖.❖.❖.❖.❖.•..•....•....❖.❖.❖.❖.❖.•.•.❖.❖.•.•.❖.❖.❖.•.•.❖.❖.❖.❖.❖.•.•..❖.❖.❖.❖.❖.❖..❖..❖.❖.❖.❖.❖.❖.❖.❖.❖.❖.• 2x4 2x4 6-0-4 6-012 6-0-4 0�8 Plate Offsets(X,Y)— [2:0-2-0,Edgel______-__ ._. __ i LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.30 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Ind YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:17 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=192/5-11-12 (min.0-1-8),3=192/5-11-12 (min.0-1-8) Max Horz 1=20(LC 11) Max Upliftl=-21(LC 12),3=-21(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-186/130,2-3=-186/130 BOT CHORD 1-3=-78/143 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 8;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 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 21 lb uplift at joint 1 and 21 lb uplift at joint 3. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard