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1763 ATLANTIC BEACH DR - TRUSSES All claims for error or defective material must be made within 5 days of receipt of goods an Products Hatch Legend Tru PIotID Length Product Plies Net Qty Manu: - BM1 7'8"WALLS 26-00-00 onCENTER® LVL 2.0E 1 3/4" x 16" 4 4 Simps BM2 26-00-00 onCENTER®LVL 2.0E 1 3/4"x 16" 4 4 10'- 1 1/8"WALLS Simps BM3 6-00-00 onCENTER®LVL 2.0E 1 3/4"x 20" 2 2 15'-6 3/4"WALLS Simps Simps AC CHASE Simps 31-06-00 Simps 8-03-00 24-05-00 Simps 3-07-00 8-00-00 Simps � 10-07-00 v0,., o °C:5` E E" c9 F13(6) F12(3) tL I w I� I-4 -5 Q • A co T01 1 i• • J01 F 0 FT02zB y o J02 , _ 2-00-00 FG03 1. BO2A 2-00-00 M - .. B02B v5-09-08 a. F. THA426 0 O ..-- - . . • LL N . c,-) ' I 4 B03 2-00 00 0 LL J —IP 2-00-00 - , , _ _ THA426 . 2-00-00 °-.'f`. 2 00-00 THA426 I ^In 1 I 2-00-00 • • 2-00-00 THA426 CO 2-00-00 2 00-T�4z6 3-02 2-00-00 2-00-0 oa F09 B05 � Und 7 L TA4z6 F07 ---li--{ H 7 2-00 0� • 2-00-00 B02 FT03 `„ o guise LL . _ s 2-00-00 2-00-00 FT05 TH - - - - fD 2-00-00 2-00-00 LL • • TM` 2-00-01 • • 2-00-00 THA426 y Ili 8-08-00 'n 2-00-00 2 00 c. _ ne 26 m � o ,' 1-_. -3 txn42e n 3-05-08 0 0 0 0 0 0 0 0, 0 0 0 0 0 0 "nwM •0 0 0 •0 0 0 0 0 0 0 0 9 0 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ,_ N N N N N N ,- r- N N N N N THA426 N V) O 3 -THA426.. .. __-_ T • • • • THA426 J01 : F0114 . çJro2A FT01 FT03 t =26 0 co v in T ^ - 39-04-00 3-10-04 10-00-00 FLORIDA PRODUCT APPROVAL CODES: MITEK PLATES 15638....BLUELINX ON-CENTER-LVL 15354...BLUELINX ON- r' All claims for error or defective material must be made within 5 days of receipt of goods an Hatch Legend 1 7' 8"WALLS 10'- 1 1/8"WALLS 15'-6 3/4"WALLS AC CHASE 0 9-07-00 31-06-00 ° 9 vi,i .. J12(11) �Nb` . -- -- v7 ,:'1. . 6 io 0 0 0 J09 c J09 (O °o J10 J10 In e, C01 111 9 M. 9 CO2• 2-10-00 CO3 1-08-0 1 C04 2-00-00 • Haze 2-00-00 • u C05 • I H ,. 0 2-00-00 0 v. Cs, "N28` 9 1-08-08 E + ..-�. _- NN28 N. 2-00- 00 -• 0 HTU26 - N t(3 ( o N ' 0 00 2-00-00 2-04-00 o u 2-00-'0 • -08-08 •' f a 0 O 0 2-00-00 E01(5) D02(4) . 2-00-00 • - - - --- C10 2-00-00 C11 , • 2-00-00 1 -~ C12 2-00-00 • • • ° °o 00 °o °o Q co° C13 i $ 200 ' o 0 0 . o o 0 o q C14 ., N N N N J10 J11. • .-. o • 0 J09 °o J09 0, o (° o 0) 1 L ^5 J12(11) ✓7 9-02-00 31-06-00 FLORIDA PRODUCT APPROVAL CODES: MITEK PLATES 15638....BLUELINX ON-CENTER-LVL 15354...BLUELINX ON d prior to installation. Otherwise, said claim will be denied. LOADING CRITERIA iss Connector Total List Roof Floor F Product Qty Approved truss anchor by builder. Top Chord Live Load 20.00 40.00 p.s.f. 2x4 minimum top and bottom chords. Top Chord Dead Load 7.00 10.00 p.s.f. on HGUS28-2 2 Square cut overhangs. O 12 ,on HTU26 8 3.5 -n Bottom Chord Live Load 0.00 0.00 p.s.f.I ;on SUL26 13 'Tl Bottom Chord Dead Load 10.00 5.00 p.s.f. 8 112" "-- ion SUR26 11 0 0 Total Load 37 55 p.s.f. ion THA422 31 3-vr' 12 in Duration Factor 1.25 1.00 ' ,On THA426 20 1t 28"BY OTHERS BRG. • 3 Unless noted - Building Code FBC 2014 RES >On THJA26 2 otherwise. 0 Wind Standard ASCE 7-10 • on THAC426 1 Typical Truss Ends � Wind Speed 130 m.p.h. Wind Usage RES. CAT II Approved truss anchor by builder. Building Exposure C Approved truss nchor by builder. 2x4 minimum top and bottom chords. FLOOR TRUSS Square cut overhangs. 12 Building Type Closed 3112"Ribbon * s -t --Mich _ 4 • NOTE 20"-16" It is the responsibility of the building designer or architect to 8112" provide an appropnate connection for trusses to supporting • 0 structure per reactions shown on truss engineering Special .II it considerations for mechanical equipment and/or plumbing(and ----- """ " - -- 3-1/2" 12 their connections)in truss space must be diagrammed by the 5 1/2" Nt1 28"BY OTHERS BRG. builder an approved truss layout poor to fabncaton. BRG. 3 Unless noted Manning Building Supplies is a truss manufacturer whose otherwise. responsibilities are limited to those described in WTCA 1-1995 (sections 6 0 and 7 0) Accordingly,it disclaims any Typical Truss Ends responsibilities for the the construction design,drawings, Typical Truss Ends yp documents including the installation and bracing of trusses manufactured by Manning Building Supplies. Warning: Conventional framing,erection and/or permanent bracing is riot the responsibility of the truss designer,plate manufacturer,or truss manufacturer Persons erecting trusses are cautioned to seek professional advice regarding erection bracing which is 23-04-00 always required to prevent toppling and dominoing during 4-08-00 erection,and permanent bracing which may be required in specific applications See Tracing wood trusses commentary '-00 '3-02-00-4, and recommendations(SCSI 1-03)for further information. v t0 el Trusses shall be installed in a straight and plumb position o O 1O— �3' Where no sheathing is applied directly to the top and/or bottom I— IL ti . chords,they shall be braced as specified on the engineered design Trusses shall be handled with reasonable care during erection to prevent damage or personal injury. 5 J J S■R228 FT03 2-00 00 Approved truss anchor by builder. N T_.- 2x4 minimum top and bottom chords. THM2,, F18 Square cut overhangs. THA422 8 •22 0 22 O Cr 0 0 0 0 0 0 0 0 0 0 ('3 THA422 10" o O o 0 0 0 0 0 0 0 0 0 LL. _- 4' • 4 4 4 • 4 • 4 •4.. 4 4' • 4.,4 4 • THA422 5 22 O o 0 o O Cr 0 0 o O O o .� _ 3.1/2" 12 =z. r THA422 1 BRG. -- , O 28"BY OTHERS F16(2) THTMA42: Unless rotec 22 i 0 0 ctheranse • THA422 - - ""� i I - o o Typical Truss Ends i' THA422 0 V HA422 hr I. Ii t7 1 -_.- LL N I k-I I i THA422 Vi4422 tg . '.. II 4/Y H ,I Engineer of Record: A422 THA422 _ II II i; No Engineer of Record on file THA422 0 , - jr' (0 00 THA422 0 1.1 V, . A422 <L THA422 F18 Manning Building• it s«x 2-11 00 SupplieL j1.�I FT03 20000 ParkwE...t -.. - .4! I Jacksonville.FL 32256 �y Q °— — - - -----------$$$---$$$ co 0 C? Phone:(904)268.8225 F14(12) ? Fax:(904)260-2981 L m1 co L L WNAN.MBS-CORD COM 23-04-00 4-08-00 , JAXTRUSS @MBS-CORP COM Customer • Glenn Layton Hms Job Name: -- - Marlier Residence Lot/Blk/Subdry -------_-- ---- ------ 35/ /Atlantic Beach Country Club Scale. Date: Drawn By' 7 Job Number: ':ENTER BLI-JOIST 15432.... BLUELINX ON-CENTER RIMBOARD 15432 N.T.S. 9/22/2015 JK J150142 id prior to installation. Otherwise, said claim will be denied. LOADING CRITERIA Roof Floor Top Chord Live Load 20.00 40.00 p.s.f. Top Chord Dead Load 7.00 10.00 p.s.f. Bottom Chord Live Load 0.00 0.00 p.s.f. Bottom Chord Dead Load 10.00 5.00 p.s.f. Total Load 37 55 p.s.f. Duration Factor 1.25 1.00 Building Code FBC 2014 RES Wind Standard ASCE 7-10 Wind Speed 130 m.p.h. Wind Usage RES. CAT II Building Exposure C Building Type Closed NOTE It is the responsibility of the building designer or architect to provide an appropriate connection for trusses to supporting structure per reactions shown on truss engineering Special considerations for mechanical equipment and/or plumbing(and • their connections)in truss space must be diagrammed by the builder an approved truss layout poor to fabncaton Manning Building Supplies is a truss manufacturer whose responsibilities are limited to those described in WTCA 1-1995 (sections 6 0 and 7 0) Accordingly,it disclaims any responsibilities for the the construction design,drawings, documents including the installation and bracing of trusses manufactured by Manning Building Supplies Warning: Conventional framing,erection and/or permanent bracing is not the responsibility of the truss designer,plate manufacturer,or truss manufacturer Persons erecting trusses are cautioned to seek professional advice regarding erection bracing which is always required to prevent toppling and dommoing during erection;and permanent bracing which may be required in specific applications See"Bracing wood trusses commentary and recommendations(BCSI 1-03)for further information. Trusses shall be installed in a straight and plumb position. Where no sheathing is applied directly to the top and/or bottom chords,they shall be braced as specified on the engineered design. Trusses shall be handled with reasonable care during 2-05-00 erection to prevent damage or personal injury Approved truss anchor by builder. • • • 2x4 minimum top and bottom chords. o Square cut overhangs. 12 C V 10" • • • 3-112" 12 �1L 28"BY OTHERS BRG. Unless noted otnenv■se I o Typical Truss Ends • Engineer of Record: • No Engineer of Record on file • Manning Building INC. 2-05-00 11155 Philips Parkway Dr.E EIS Jacksonville,FL 32256 Phone.(904)268-8225 Fax:(904)260-2981 3-07-00 17-00-00 3-07-00 4-03-00 Www MBS-CORP COM —-- ---- JAXTRUSS @MBS-CORP COM Customer Glenn Layton Hms Job Name: • Marlier Residence Lot/Blk/Subdiv • 35/ /Atlantic Beach Country Club Scale: Date Drawn By Job Number: • :ENTER BLI-JOIST 15432.... BLUELINX ON-CENTER RIMBOARD 15432 N.T.S. 9/22/2015 JK J150142 ■• Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: J150142 - Glen Layton Hms/Marlier/JK MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Glenn Layton Hms Project Name: Marlier Residence Model: Tampa,FL 33610-4115 Lot/Block: 35 Subdivision: Atlantic Beach Country Club Address: Lot 35 ABCC City: ATLANTIC BEACH State: FLORIDA Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 2 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. Seal# Truss Name ! Date 1 T7452162 G01 9/23/015 12 j T7452163 I G02 9/23/015 OFFICE COPY The truss drawing(s)referenced above have been prepared by MiTek �N�``�piuIN,VE Industries, Inc. under my direct supervision based on the parameters ��• nix ...••.., <c provided by Manning Building Supplies. `�. �,.•'�G E NS. ? • Truss Design Engineer's Name: Velez, Joaquin •• C . 68182 My license renewal date for the state of Florida is February 28,2017. * fir; * IMPORTANT NOTE:Truss Engineer's responsibility is solely for O,•. STATE OF •:�� design of individual trusses based upon design parameters shown P., on referenced truss drawings. Parameters have not been verified �F' , 0 R t0.••(\�.� as appropriate for any use. Any location identification specified is �'�i s/ONALc'l%� for file reference only and has not been used in preparing design. �-/,111l��- Suitability of truss designs for any particular building is the !aaquin Vow PENo.68182 responsibility of the building designer, not the Truss Engineer, reek USA.Parke Blvd.Tam634FL33610 per ANSIITPI-1, Chapter 2. Date: September 23,2015 Velez,Joaquin 1 of 1 1 Job Truss Truss Type h 1 Qty Ply Glen Layton Hms/Marlier/JK T7452162 J150142 001 COMMON SUPPORTED GAB 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Wed Sep 23 14:24:46 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzWi80-Q7KM5vHeK1?gTV2bkwPyHrgN_W 9WHCpVaEtk7yakUF 5.8.0 I 11-4-0 5-8-0 5-8-0 4x4= Scale=1:24.4 4 8.00 Fli ill Nop 3 1 2 It 1 ■■ Ai ■Ii • le i ■ AI. r r r r r r 3x4-i 12 11 10 9 8 3x4'� 11-0.0 11-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a - rile 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) n/a - Na 999 BCLL 0.0 • Rep Stress[nor YES WB 0.03 Horz(TL) 0.00 7 n/a Na BCDL 10.0 Code FBC2010/TPI2007 . (Matrix) Weight:48 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. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-4-0. (lb)- Max Horz 1=-99(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1,11,12,9,8 Max Gray All reactions 250 lb or less at joint(s)1,7,10,11,12,9,8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 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=4.2psf;BCDL=3.0psf;h=251t;B=4511;L=24ft;eave=21t;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)0-5-3 to 3-8-0,Exterior(2)3-8-0 to 5-8-0,Comer(3)5-8-0 to 8-8-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry 0111111//1' Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1. `,�� U'N V I�,, 4)All plates are 1.5x4 MT20 unless otherwise indicated. `� PQ F4 ■/e 5)Gable requires continuous bottom chord bearing. � ,O •E N•• F��i, 6)Gable studs spaced at 2-0-0 oc. �- ••\.,- `.) •.• °•• 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . No 1 2 o'• This has been designed tor a live load of 20.0 psf on the bottom chord in all areas where a rectangle 3 6.0 tall by 2-0-0 wide will• O 68 8 8) his truss a g p g y •• fit between the bottom chord and any other members. *• :* 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,11,12,9,8. : • / 10)"Semi-rigid pitchbreaks with fixed heels`Member end fixity model was used in the analysis and design of this truss. i-0;11/ ( • E OF • �� .00••.lye r. 0R0-1.•P..•\� �� i eil O N M ``s% Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 23,2015 4 a 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. Mit Design valid for use only with MTTek connectors.This design Is used only upon parameters shown,and Is for an individual building component. ApplIcabtlty of design parameters and proper incorporation of component Is responsbility of baldhg designer-not truss designer.Bracing shown Is for lateral support of IndMdual web members only. Additional temporary bxackg to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For genera guidance regarding MiTek" faricalIon,quality control.storage.delNery,erection and brachg,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from buss Plate institute.781 N.Lee Sheet-Suite 312.Alexandria-VA 22314. Tampa.FL 33610 , Job Truss Truss Type arty Ply Glen Layton HmslMarlier/JK T74521631 J150142 002 COMMON GIRDER 1 2 Job Reference(optional) 1 Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Wed Sep 23 14.24:48 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkz W i80•M W S6W bJvseGYjpC_sLR RMGwd2JaA_5G6ztjzoOyakUD 2-11-12 5-8-0 8.4-4 I 11.4-0 i 2-11-12 2-8-4 2-8-4 2-11-12 4x4 Scale=1:30.4 4 8.00 12 3x5 3x5 5 3x4.i 3 A 4 i 1••• I� 44 6 3x5. 2 i 6 4 IA H.. 1 7 1 1 1 i wI i � ��w� m T ,N la �= 19 10 20 21 9 22 8 23 M, HTU26 HTU26 HTU26 4x10 I! 3x8 I 8x8= 3x8 I 4x10 II HTU26 HTU26 2.11-12 I 5-8-0 { 8-4-4 I 11-4-0 2-11-12 2-8-4 2-8-4 2-11-12 Plate Offsets(X,Y)-- (1:0-7-2,0-0-01,17:0-6-10,0-0-81,18:0-5-4,0-1-81,19:0.4.0,0-5-8),110:0-5.4,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/dell L/d PLATES GRIP I TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.03 9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.07 9-10 >999 180 BCLL 0.0 • Rep Stress lncr NO WB 0.44 Horz(TL) 0.01 7 n/a rile BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:167 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purlins. BOT CHORD 2x8 SP No.1 D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 SLIDER Left 2x4 SP No.2 2-6-0,Right 2x4 SP No.2 2-6-0 REACTIONS. (lb/Size) 1=3996/0-5-8,7=3244/0-5-8 Max Horz 1=-103(LC 6) Max Uplift 1=-964(LC 8),7=-907(LC 8) Max Grav1=4309(LC 2),7=3329(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1.2=-4616/1049,2.3=-4567/1058,3-4=-3676/909,4-5=-3676/909,5-6=-4108/1083, 6.7=-4158/1074 BOT CHORD 1-19=-708/3205,10-19=-708/3205,10-20=-708/3205,20-21=-708/3205,9-21=-708/3205, 9-22=-72812817,8-22=-728/2817,8-23=-728/2817,7-23=-728/2817 WEBS 4-9=-899/3838,5-9=-504/261,5.8=-252/661,3-9=-931/235,3-10=-220/1184 NOTES- %111111 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: �� 1,, Top chords connected as follows:2x4-1 row at 1-0-0 oc. ,SO QU IN v&. ///'•Bottom chords connected as follows:2x8 2 rows staggered at 0-7-0 oc. `�_. . C E N S+`��• Webs connected as follows:2x4-1 row at 1-0-0 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 pl$ ' •Ni •��• • •connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. No 681 82 • 3)Unbalanced roof live loads have been considered for this design. * . • 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft eave=oft Cat.Z ;• ' E * xp C;End.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.11b ,• ( plate grip DOL=1.60 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i : i • E O F L I 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;O•"' • �� fit between the bottom chord and any other members. ;4r � O R Q;.• 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)1=964, °i,,' ,I%........•��%• 7=907. 8)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �t/"111/111110‘•N �� ' 9)Use Simpson Strong-Tie HTU26(20-10d Girder,11-10dx1 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting J Velez PE No.68182 at 1-3-12 from the left end to 9-0-4 to connect truss(es)to back face of bottom chord. Joaquin oaqu MifekUSA,Inc.R .686634 10)Fill all nail holes where hanger is in contact with lumber. 6904 Parke East Blvd.Tampa FL 33610 LOAD CASE(S) Standard Date: September 23,2015 0 WARNING-V.Nty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 881.7473 rev.02/16/2015 BEFORE USE. mg Design valid for use only with Milek connectors.This design is based only upon parameters shown.and is f r an individual building component. Applicability of design parameters and proper incorpxxaltor of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to tissue stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the bulkIrxt designer.For general guidance regarding fabrication.quality control,storage,delivery.erection and tracing.consult ANSI/FPI I Quality Criteria,DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plato Institute.781 N.Lee Street.Suite 312,Nesan drkr.VA 7/314. Tama.FL 33610 • Job Truss Truss Type •Qty Ply Glen Layton HmslMarlier/JK T7452163 J150142 G02 COMMON GIRDER 1 2 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 Mask Industries Inc Wed Sep 23 14:24:48 2015 Page 2 ID:H9gr1c6J2oFpNrFFp2eNhhkzWi8O-MWS6WbJvseGYjpC sLRRMGwd2JaA_5G6ztjzoOyakUD LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54,4-7=-54,11-15=-20 Concentrated Loads(lb) Vert:19=-1322(B)20=-1322(B)21=-1322(B)22=-1322(B)23=-1146(B) 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.02/16/2015 BEFORE USE. Design valid for use oNy with Milek connectors.This design is based only upon prxarneters shown.and is for on Indtvdual bolding corm,o nonl. Applicability of design parameters and proper Incorporation of component Is responslWlty of building designer-not truss designer.Bracing shown is lot lateral support of Individual l web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.Ice general guidance moorclkng • fabrication,quality control,storage,delivery.erection and tracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Role Institute,781 N.Lee Street.Suite 312.Alexandria,VA 2 2314. Tampa.FL 33610 v' `c �� D ,�,, D o Q D 7, tim 44 O �Q ii :M z �� D m U\V N I I w 1 D -m�� o a 0a Z y mj � 3 (�D to Z 3 (p WO0n 0Q 33mc� x:003 O 3p� -I - Q O ii mIN 07 (Q 0 y Q n O Ong'° 6 -. 0•Q0 0 Q-(QQmO*� OTm00 Qm �6 0 �mQ fl QO c a0, mQ (3mQ o -02N3 Q D N cD 3m m cO - W00 30pnQ OCT< Z QO ` j N 00a "' 07 QQ0 Z KO0QQ =` Np"3CO _Q3 QaQs' 3 moo 3Q aO (D > � g0Z5cQ ° ° ac�D 0-°- � � �. yoo0 ° O mQ -(-5- 0 QQ0� C7� c(Q000 "� 3 Oa(Da , y - aO 3yya° Z 30 00 �0y< m (0o O �3-rmc �m mQ W N 0a3 3 3o- Q � 0_-0 N 3Q � cQOO_�cm oo �.00 N 3 m 0m (QO Cm Oc Duo. 03 cm x 7 - 3 Cj �a Q c " '< N 0 (Q 5.--5 N K m cmi� C7 c i =A 0 TOP CHORD m 6, n 0 KO 0z `:' 7 3 .p WA TCN /L� N GD D 3 -'A m co m- 0 -4 m Z m m a� 0 O �o �m -6 (D Man•E(Q W—. 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O n /- °� mac$ mmtIIU9 a v mQo zo 3o £- Zao o • Q0 c$ aQ4g �Q a O u OO m. (Da 7. O] 0ta. :a; -c. NQ.c p a� z, a8=. .99. 5 Q 8 50 3< ma D ofi 0o -3m mA 60 (L)-.Z 00 a mp 0- yOO .0 c n 0 ° 0 A 2, 3° u a o0. a0. 0°a oo -o Qt, 7 Cr °.o OD •. 3 cn n CO '�j o £ o o -4. a-3 R' _ 0 o o c N m CD m o C)o m o o (� o (D °� ` 3 mD I £ £ 0 0 3 n a" 0 3 a m o(o . . m� co 5 3 °7Q c2 ° o0. a a a' m5 `ry°_Q c- < 3 ;, 0 5 m > a N -° J (p() 9. N a-m $ p (� N° N D z o b a 0. p DO" 3 < g -t (D Cr, Builder: • Job Information Glenn Layton Hms Job#: J150142 3787 Palm Valley Rd Ste Ponte Vedra Beach, FL 32082 File#: (904) 758-4380 Salesman:Scot Burney Designer: John Knight Manning Building Supplies PAGE 1 M " Job: Jacksonville, FL 32256 jaxtruss @mbs-corp.com Marlier Residence Phone: (904) 268-8225 * Fax: (904) 260-2981 Report and Delivery Date DATE 09/22/15 Lot 35 ABCC Del. Date: / / Cover Sheet Truss Level: OFFICE COPY PROFILE QTY PITCH BASE 0/A LUMBER OVERHANG CANTILEVER STUB O/A HEIGHT PLY TOP i BOT ID SPAN SPAN TOP I BOT LEFT RIGHT LEFT RIGHT LEFT I RIGHT 1 3.50 0.00 A01 12-10-00 12-10-00.2 X 4 2 X 4 02-04-12 1 3.50 0.00 A02 12-10-00 12-10-00 2 X 4 2 X 4' 02-11-12 rilOMESE 1 3.50 0.00 A03 13-02-00 13-02-00 2 X 4 2'X 4 00-06-00 01-08-10 ® 1 3.50 0.00 A04 13-02-00 13-02-00 2 X 4 21 4 00-06-00 02-03-10 1 3.50 0.00 A05 13-02-00 13-02-00 2 X 4 2 X 4 00-06-00 02-10-10 1 4.00 0.00 B01 08-05-08 08-05-08 2 X 6 2 X 4 02-05-06 grail 3 4.00 0.00 B02 08-05-08 08-05-08 2 X 4 2 X 4 03-01-13 adtall 3 Ply 4.00 0.00 BO2A 08-05-08 08-05-08 2'X 4 2 X 4 03-01-13 • 1 . 2 Ply 4.00 0.00 B028 08-05-08 08-05-08 2 X 4 2.X 4 03-01-13 idtalla 3 Ply 4.00 0.00 B03 08-05-08 08-05-08 2 X 4 2 X 4 02-08-08 i `. - F4' 02-08-08 - 5 4.00 0.00 B04 08-05-08 08-05-08 2 X 4 2 X 4 1 3 Ply 4.00 0.00 B05 08-05-08 08-05-08 2 X 4 2 X 4 02-08-08 ® 1 8.00 0.00 CO1 31-06-00 31-06-00 2 X 4 2 X 4 04-10-00 ■ 1 8.00 0.00 CO2 31-06-00 31-06-00 2 X 4 2 X 4 06-02-00 ® 1 8.00 0.00 CO3 31-06-00 31-06-00 2 X 4 2 X 4 07-03-05 ® 1 8.00 0.00 C04 31-06-00 31-06-00 2 X 4 2 X 4 08-07-05 ® 1 8.00 0.00 C05 31-06-00 31-06-00 2 X 4 2 X 4 09-11-05 1 8.00 0.00 C06 31-06-00 31-06-00 2 X 4 2 X 4 11-03-05 ® 2 8.00 0.00 C07 31-06-00 31-06-00 2 X 4 2 X 4 _ 11-03-05 ® 2 8.00 0.00 C08 31-08-00 31-06-00 2 X 4 2 X 4 11-03-05 ® 3 8.00 0.00 C09 31-06-00 31-01-00 2 X 4 2 X 4 00-05-00 11-03-05 ® 1 8.00 0.00 C10 31-01-00 31-01-00 2 X 4 2 X 4 10-02-00 ® 1 8.00 0.00 C11 31-01-00 31-01-00 2 X 4 2 X 4 08-10-00_ ® 1 8.00 0.00 C12 31-01-00 31-01-00 2 X 4 2 X 4 07-06-00 Builder: Job Information Glenn Layton Hms Job#: J150142 3787 Palm Valley Rd Ste Ponte Vedra Beach, FL 32082 File#: (904)758-4380 Salesman:Scot Burney Designer: John Knight Manning Building Supplies € f �N PAGE 2 � 3i 4 . - , Jacksonville, FL 32256 jaxtruss @mbs-corp.com Marlier Residence Phone: (904) 268-8225 * Fax: (904) 260-2981 Report and Delivery Date DATE 09/22/15 Lot 35 ABCC Del. Date: / / Cover Sheet Truss Level: PROFILE QTY PITCH BASE 0/A LUMBER OVERHANG CANTILEVER STUB 0/A HEIGHT PLY TOP 1 BOT ID SPAN SPAN TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT ® 1 8.00 0.00 C13 31-01-00 31-01.00 2 X 4 2 X 4 06-02-00 ® 1 8.00 0.00 C14 31-01-00 31-01-00 2 X4 2X'4 04-10-00 ® 1 8.00 0.00 D01 18-00-00 18-00-00 2 X 4 2X'4 06-00-07 ■ 4 8.00 0.00 D02 18-00-00 18-00-00 2 X 4 2 X 4 06-10-00 5 8.00 5.00 E01 19-04-00 19-04-00 2X.4 2 X4' 07-03-05 ■ 1 8.00 0.00 Gal 11-04-00 11-04-00 2 X 4 2 X 4 03-09-12 1 2 Ply 8.00 0.00 . G02 11-04-00 11-04-00 2 X 4 2 X 8 04-07-05 lE 4 3.50 0.00 J01 02-00-00 02-00-00 2 X4-2-X 4 01-03-08 llt 2 3.50 0.00 J02 04-00-00 04-00-00 2 X 4 2 X 4 01-10-08 l 6 3.50 0.00 . J03 03-05-08 03-05-08 2 X 4 2 X 4 01-08-10 4 3.50 0.00 J04 05-09-08 05-09-08 2 X 4 2 X 4 02-04-12 1 2.48 0.00 J05 04-09-15 04-09-15 2 X 4 2 X 4 00-00-06 01-08-07 1 2.48 0.00 J06 04-06-15 04-06-15 2 X 4 2 X 4 00-00-06 01-07-13 1 2.48 0.00 J07 07-10-09 07-10-09 2 X 4 2 X 4 00-00-06 _ 02-04-00 1 2.48 0.00 J08 08-01-09 08-01-09 2 X 4 2 X 4 00-00-06 02-04-10 8 8.00 0.00 J09 02-00-00 02-00-00 2 X 4 2 X 4 02-02-00 Z 7 8.00 0.00 J10 04-00-00 04-00-00 2 X 4 2 X 4 03-06-00 1 8.00 0.00 J11 03-07-00 03-07-00 2 X 4.2 X 4 03-06-00 22 8.00 0.00 J12 06-00-00 06-00-00 2 X 4 2 X 4 04-10-00 ati< 2 5.66 0.00 J13 08-05-01 08-05-01 2 X 4 2 X 4 00-00-06 04-09-10 1 5.66 0.00 J14 08-05-01 08-05-01 2 X 4 2 X 4 _ 00-00-06 04-09-10 togfg 1 5.66 0.00 J15 08-05-01 08-05-01 2 X 4 2 X 4 00-00-06 04-09-10 2 5.66 0.00 J16 08-02-01 08-02-01 2 X 4 2 X 4 100-00-06 04-08-04 iefIK 1 5.66 0.00 J17 08-02-01 08-02-01 2 X4 2 X4 100-00-06 04-08-04 Builder: I Job Information Glenn Layton Hms Job#: J150142 3787 Palm Valley Rd Ste Ponte Vedra Beach, FL 32082 File#: (904)758-4380 Salesman:Scot Burney Designer: John Knight Manning Building Supplies �x PAGE 3 N _:_ ,•". ° .,.. Jacksonville, FL 32256 jaxtruss @mbs-corp.com Marlier Residence Phone: (904) 268-8225 * Fax: (904) 260-2981 Report and Delivery Date DATE 09/22/15 Lot 35 ABCC l Del. Date: / / .... L.._ Cover Sheet I Truss Level: PROFILE QTY PITCH BASE - 0/A LUMBER OVERHANG CANTILEVER STUB 0/A HEIGHT PLY TOP BOT ID SPAN SPAN TOP BOT LEFT I RIGHT LEFT I RIGHT LEFT [ RIGHT 1 5.66 0.00 J18 08-02-01 08-02-01 2 X 4 2 X 4 1__ _ 04-08-04 I FLOOR IQTY DEPTH J I 0/A IENDITYPE� I V I PROFILE PLY II ID SPAN BASE SPAN LEFT RIGHT SIZE INT LOCATION BEARING LEFT CANTILE RIGHT ER I LEFT STUB RIGHT 01-08-00 ® i 14 F01 13-01-00 13-01-00 l 3 00-05-00 EIEJ01-08-00 V V 5 F02 03-09-12 03-09-12 E 1 . 01-08-00 10 F03 20-04-08 20-04-08 00-05-00 01-08-00 3 F04 15-06-08 15-06-08 C 3 00-05-00 ��\M I 01-08-00 E' 3 2 F05 10-10-00 10-10-00 ■- 01-08-00 3 F06 06-01-08 06-01-08 E 3 . 01-08-00 1 F07 06-01-08 06-01-08 i=i 01-08-00 r 3 1 F08 12-08-04 12-08-04 01-08-00 1 F09 06-01-04 06-01-04 ,•4 01-08-00 4 F10 04-06-08 04-06-08 A 2 F11 09-02-08 09-02-08 Mir- 01-08-00 3 F12 08-05-00 08-05-00 C 3 00-05-00 10■! 01-08-00 6 F13 05-01-04 05-01-04 C 3 00-05-00 ® 01-04-00 12 F14 24-02-00 24-02-00 E 00-05-00 00-05-00 ® 01-04-00 r 1 F15 19-03-00 19-03-00 {!� ® 01-04-00 2 F16 18-09-00 18-09-00 0 19:21 13 01-F17 4-00 03-01-08 03-01-08 C 3 ISEI 01-04-00 2 F18 02-10-08 02-10-08 C 3 M01-04-00 g W I 13 F19 02-10-08 02-10-08 E 3 -08 4 Ply 1 01 FG01-00 13-01-00 13-01-00 E 3 00-05-00 1-08-00 2 Ply 1 0 FG02 13-01-00 13-01-00 r 3 00-05-00 Builder: • Job Information Glenn Layton Hms 3787 Palm Valley Rd Ste Job#: J150142 Ponce Vedra Beach, FL 32082 File#: (904)758-4380 Salesman:Scot Burney Designer: John Knight Manning Building Supplies PAGE 4 Jacksonville, FL 32256 jaxtruss @mbs-corp.com Marlier Residence Phone: (904) 268-8225 * Fax: (904) 260-2981 Report and Delivery Date DATE 09/22/15 Lot 35 ABCC Del. Date: / / Cover Sheet Truss Level: FLOOR QTY DEPTH BASE 0/A END TYP INTBEARING- CANTILEVER STUB PROFILE PLY ID SPAN SPAN i LEFT IRIGHT SIZE' LOCATION r LEFT RIGHT LEFT RIGHT 1 01-08-00 2 Ply FG03 15-06-08 15-06-08 E 3 00-05-00 ISO 01-08-00 1 FG04 05-01-04 05-01-04 r 3 • ` ° 00-05-00 JEW 01-08-00 1 FG05 05-06-06 05-06-06 .. .. ... . .. ._.-00-07-01. IESEI 01-08-00 1 FG06 05-11-00 05-11-00 . . 00-07-01 1 01-04-00 ® 2 Ply FG09 19-03-00 19-03-00 g ! F 2 01-04-00 4- 2 Ply FG10 03-02-00 03-02-00 01-04- 2 FG11 00 04-11-05 04-11-05 C 3 00-06-05 122 01-04-00 2 FG12 03-04-04 03-04-04 C 3 00-06-05 LI 01-08-00 4 FT01 01-02-15 01-02-15 r 3 00-05-00 CEI 01-08-00 3 FT02 03-02-15 03-02-15 r 3 00-05-00 Nail! 01-08-00 r 3 1 FT02A 02-09-07 02-09-07 1 01-04-00 i3 8 FT03 01-04-00 01-04-00 00-05-00 ISI 01-04-00 2 FT04 02-08-00 02-08-00 C 3 00-05-00 01-04-00 2 FT05 02-02-08 02-02-08 ISI 01-04-00 2 FT06 02-05-08 02-05-08 C 3 00-05-00 ITEMS . IQTY PLYI ITEM TYPE SIZE I LENGTH I NOTES FT-IN-16 1 4 SS-LMATL BM1-onCENTER®LVL 2.0E 1 3/4"x 16"- 26-00-00 1 4 SS-LMATL BM2-onCENTER®LVL 2.0E 1 3/4"x 16"- 26-00-00 1 2 SS-LMATL BM3-onCENTER®LVL 2.0E 1 3/4"x 20"- 06-00-00 1 Hanger HGUS28-2 8 Hanger HTU26 13 Hanger SUL26 11 Hanger SUR26 31 Hanger THA422 20 Hanger THA426 - , Bulkier: Job Information Glenn Layton Hms Job#: J150142 3787 Palm Valley Rd Ste Ponte Vedra Beach, FL 32082 File#: (904)758-4380 Salesman:Scot Burney Designer: John Knight Manning Building Supplies PAGE 5 Job: Jacksonville, FL 32256 jaxtruss @mbs-corp.com Marlier Residence Phone: (904) 268-8225 * Fax: (904) 260-2981 Report and Delivery Date DATE 09/22/15 Lot 35 ABCC i Del. Date: / / Cover Sheet I _ -, \ -■ Truss Level: ' ITEMS r QTY PLYI ITEM TYPE SIZE I LENGTH 1 NOTES IN_'E l 1 HANGER THAC426 00-00-00 2 Hanger THJA26 MANNING BUILDING SUPPLIES JOHN KNIGHT 9/22/2015 8:35AM 11155 PHILIPS PARKWAY DR.E. JACKSONVILLE FLORIDA 32256 904-268-8225 Doma Sizer1M©2011-2015 BlueLinx Corporation Version:15.0.0.38 Project: J150142-GLEN LAYTON HMS-MARLIER Mark#: BM-1 Usage: BEAM Repetitive Incr: Yes Max Deflection: LL=U480 TL=L/360 OFFICE COPY 113 1/2" 113 1/2" �LJJ 630psi LJ 630psi P 713/4" 22'10 1/2" 0'17 314" ■ LOADS Project Design Loads:Floor:Live= 0.0 psf,Dead=15.0 psf Applied Live+Dead Ld(T) Live Ld(L) Location* # Shape To: @Start @End @Start @End LDF S an# Starts Ends Additional Info Area(psf) 55.0 40.0 100% 0' 24'2' 16'o.c.Base Uniform Load(Spcg Sen) 1 Concentrated(Ibs) 150.0 0.0 90% 0' WALL 2 Concentrated(Ibs) 150.0 0.0 90% 24'2' WALL 3 Concentrated(Ibs) 900.0 654.5 100% 2'7" FG10 4 Concentrated(Ibs) 900.0 654.5 100% 21'7" FG10 5 Uniform(plf) 150.0 0.0 90% 0' 24'2" WALL AND DEAD LOAD 6 Uniform(plf) 250.0 250.0 125% 0' 24'2' ROOF LIVE 7 Concentrated(Ibs) 300.0 0.0 90% 12'1" ROOF 8 Concentrated(lbs) 500.0 500.0 100% 12'1' ROOF • Uniform(plf) 29.56 0' 24'2" Self Weight If"Applied To"is blank,all plies are assumed to be loaded equally. • . *Dimensions measured from left end when span#is 0,otherwise,from left end of the specified span. '• LOAD PATTERNS (*=span loaded) 1 2 3 ... 1 * * * 2 * * 3 * 4 * * I SUPPORTS (Ibs) 1 2 Max Reaction 7529 7529 Max 100% 1549 1549 Max 125% 3023 3023 Min Reaction 2957 2957 Min 100% 34 34 Min 125% 161 161 DL Reaction 2957 2957 Min Bearing 3.00" 3.00" [Based on bearing stress below] Brg Stress(psi) 630 630 DESIGN Actual Span Location Group Allow LDF Ratio V(lbs) 5327 2 0'1 314" 71 26600 125% 0.20 M(ft-lbs) 33082 2 11'5114" 73 94690 125% 0.35 IntRn(Ibs) 6386 0 23'6114" 75 .• 15435 0.41 See Note 6 LLDefl(") -0.03 1 0' 73 0.20 2U-489 TLDefl(") -0.06 1 0' . 73 0.20 21J-267 LLDefl(") 0.35 2 11'5114" 73 0.57 U786 TLDefl(") 0.64 2 11'5114" 73 0.76 L/428 LLDefl(") -0.03 3 0'7 314" 73 0.20 2U-489 1 TLDefl(") -0.06 3 0'7 3/4" 73 0.20 2U-267 11 USE: onCENTER LVL 2.0E 1 3/4"x 16"4 Plies onCENTER®LVL by BlueLinx Grade,Depth,Plies selected by user Connect plies together with 2 rows of SDS25600 screws @ 24"o.c.(one row 2"from top,one row 2"from bottom).Specified attachment is from each side. NOTES 1.Designed in accordance with National Design Specifications for Wood Construction and applicable approvals or research reports. 2.Provide full depth lateral support at all bearing locations.Allowable positive moment is calculated based on top edge with continuous lateral support. MANNING BUILDING SUPPLIES JOHN KNIGHT 9122/2015 8:35 AM 11155 PHILIPS PARKWAY DR.E. JACKSONVILLE FLORIDA 32256 904-268-8225 Doma SizerTM©2011-2015 BlueLinx Corporation Version:15.0.0.38 Project: J150142-GLEN LAYTON HMS-MARLIER Mark#: BM-1 3.Allowable negative moment is calculated based on bottom edge laterally unsupported between bearing locations. 4.Analysis valid for dry-use only(less than 16%moisture content). 5.Loads have been input by the user and have not been verified by BlueLinx Engineered Lumber Technical Services. 6.This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore,when reaction values are required,use Max Reaction from'Supports'section above. 7.Bearing length(Min Bearing)based on allowable stress of support material(Bearing Stress);support material capacity shall be verified(by others). 8.When required by the building code,a registered design professional or building official should verify the input loads and product application. 9.This member has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 10.Design assumes a 4%increase in bending stress for repetitive member use. 11.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 12.Allowable upward deflection for cantilever is the greater of 0.20"or the cantilever span(inches)multiplied by 2 and divided by the factor shown in Max Deflection(located above beam drawing). 13.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%,50=D+160%,60=D+0.75(100%+115%),70=D+0.75(100%+125%),80=D+ 0.75(100%+115%+160%),90=D+0.75(100%+125%+160%),100=0.6D+160%,110=D+Commercial(100%),120=D+0.75(100%+160%) 14.Group=Load Combination Number+Load Pattern number.(For simple span,Load pattern=1 for LL,0 for DL). • MANNING BUILDING SUPPLIES JOHN KNIGHT 9/2212015 8:35AM 11155 PHILIPS PARKWAY DR.E. JACKSONVILLE FLORIDA 32256 904-268-8225 Doma SizerTM©2011-2015 BlueLinx Corporation Version:15.0.0.38 Project: J150142-GLEN LAYTON HMS-MARLIER Mark#: BM-2 Usage: BEAM Repetitive Incr: Yes Max Deflection: LL=U480 TL=U360 U 3 1/2" 113 1/2" u 630 si P.13/4" 22'10 1/2" 0'I7 3,(4" LOADS Project Design Loads:Floor:Live=40.0 psf,Dead=15.0 psf Applied Live+Dead Ld(T) Live Ld(L) Location* # Shape To: @Start @End @Start @End LDF Span# Starts Ends Additional Info Area(psf) 55.0 40.0 100% 0 0' 24'2" 16"o.c.Base Uniform Load(Spcg Sen) 1 Concentrated(Ibs) 150.0 0.0 90% 0 0' WALL 2 Concentrated(Ibs) 150.0 0.0 90% 0 24'2' WALL 3 Concentrated(Ibs) FP 150.0 109.1 100% 0 3'6" FG11 4 Concentrated(Ibs) FP 150.0 109.1 100% 0 20'8' FG11 5 Partial(plf) FP 79.0 57.5 100% 0 3'6" 20'8" F17 6 Partial(plf) 150.0 0.0 90% 0 0' 15'9' WALL AND ROOF DL 7 Partial(plf) 250.0 250.0 100% 0 0' 15'9' ROOF LL 8 Partial(plf) 150.0 0.0 90% 0 19'9" 24'2' WALL AND ROOF DL 9 Partial(plf) 250.0 250.0 100% 0 19'9" 24'2" ROOF LL 10 Concentrated(Ibs) 375.0 225.0 125% 0 15'7" ROOF LOAD 11 Concentrated(Ibs) 375.0 225.0 125% 0 19'11" ROOF LOAD Uniform(plf) 29.56 0 0' 24'2" Self Weight FP=Front Ply(side or top);if blank,all plies are assumed to be loaded equally. *Dimensions measured from left end when span#is 0,otherwise,from left end of the specified span. LOAD PATTERNS (*=span loaded) 1 2 3 1 * * * . 2 * * * 3 4 * * 5 * SUPPORTS (Ibs) 1 2 Max Reaction 6843 6422 Max 100% 4018 3523 Max 125% 114 336 Min Reaction 2711 2562 Min 100% 196 196 DL Reaction 2711 2562 Min Bearing 3.00" 3.00" [Based on bearing stress below] Brg Stress(psi) 630 630 DESIGN Actual Span Location Group Allow LDF Ratio V(Ibs) 5508 2 0'1 314" 21 21280 100% 0.26 M(ft-Ibs) 34277 2 11'5114" 23 75752 100% 0.45 IntRn(Ibs) 6730 0 0'7 3/4" 24 15435 0.44 See Note 7 LLDefl(") -0.04 1 0' 23 0.20 2U-414 TLDefl(") -0.06 1 0' 23 0.20 2U-253 LLDefl(") 0.41 2 11'5114" 23 0.57 U678 TLDefl(") 0.67 2 11'5114" 23 0.76 U411 LLDefl(") -0.04 3 0'7 314' 23 0.20 2U-436 TLDefl(") -0.06 3 0'7 314' 23 0.20 2U-263 USE: onCENTER LVL 2.0E 1 3/4"x 16" 4 Plies onCENTER®LVL by BlueLinx Grade,Depth,Plies selected by user Connect plies together with 2 rows of SDS25600 screws @ 24"o.c.(one row 2"from top,one row 2"from bottom).Specified attachment is from each side. NOTES MANNING BUILDING SUPPLIES JOHN KNIGHT 9/2212015 8:35AM 11155 PHILIPS PARKWAY DR.E. JACKSONVILLE FLORIDA 32256 904-268-8225 Doma Sizert'©2011-2015 BlueLinx Corporation Version:15.0.0.38 Project: J150142-GLEN LAYTON HMS-MARLIER Mark 4: BM-2 1.Designed in accordance with National Design Specifications for Wood Construction and applicable approvals or research reports. 2.Potential rotation;beam requires additional consideration. Contact designer of record or BlueLinx Engineered Lumber Technical Services. 3.Provide full depth lateral support at all bearing locations.Allowable positive moment is calculated based on top edge with continuous lateral support. 4.Allowable negative moment is calculated based on bottom edge laterally unsupported between bearing locations. 5.Analysis valid for dry-use only(less than 16%moisture content). 6.Loads have been input by the user and have not been verified by BlueLinx Engineered Lumber Technical Services. 7.This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore,when reaction values are required,use Max Reaction from'Supports'section above. 8.Bearing length(Min Bearing)based on allowable stress of support material(Bearing Stress);support material capacity shall be verified(by others). 9.When required by the building code,a registered design professional or building official should verify the input loads and product application. 10.This member has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 11.Design assumes a 4%increase in bending stress for repetitive member use. 12.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 13.Allowable upward deflection for cantilever is the greater of 0.20"or the cantilever span(inches)multiplied by 2 and divided by the factor shown in Max Deflection(located above beam drawing). 14.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%,50=D+160%,60=D+0.75(100%+115%),70=D+0.75(100%+125%),80=D+ 0.75(100%+115%+160%),90=D+0.75(100%+125%+160%),100=0.6D+160%,110=D+Commercial(100%),120=D+0.75(100%+160%) 15.Group=Load Combination Number+Load Pattern number.(For simple span,Load pattern=1 for LL,0 for DL). MANNING BUILDING SUPPLIES JOHN KNIGHT 9/22/2015 8:35 AM 11155 PHILIPS PARKWAY DR.E. JACKSONVILLE FLORIDA 32256 904-268-8225 Doma SizerTM©2011-2015 BlueLinx Corporation Version:15.0.0.38 Project: J150142-GLEN LAYTON HMS-MARLIER Mark#: BM-3 Usage: BEAM Max Deflection: LL=L/480 TL=L1360 3 1/2" 3 1/2" -630psi -630psi 4'2 1/2" I LOADS 1 Project Design Loads:Floor:Live=40.0 psf,Dead=15.0 psf Applied Live+Dead Ld(T) Live Ld(L) Location* # Shape To: @Start @End @Start @End LDF Span# Starts Ends Additional Info 1 Uniform(plf) FP 291.0 211.6 100% 0 0' 4'2 1/2" F05 2 Uniform(plf) BP 31.0 24.8 125% 0 0' 4'2 1/2" ROOF FRAMING 3 Uniform(plf) 152.0 0.0 90% 0 0' 4'2 1/2" WALL 4 Concentrated(Ibs) 1325.0 1060.0 125% 0 1'2 1/2" C10 FROM UPPER ROOF 5 Concentrated(Ibs) 1325.0 1060.0 125% 0 3'2 1/2" C10 FROM UPPER ROOF Uniform(plf) 18.48 0 0' 4'2 1/2" Self Weight FP=Front Ply(side or top),BP=Back Ply(side or top);if blank,all plies are assumed to be loaded equally. *Dimensions measured from left end when span#is 0,otherwise,from left end of the specified span. SUPPORTS (Ibs) 1 2 Max Reaction 2296 2427 Max 100% 445 445 Max 125% 1060 1165 Min Reaction 791 817 Min 100% 445 445 Min 125% 1060 1165 DL Reaction 791 817 Min Bearing 1.50' 1.50" [Based on bearing stress below] Brg Stress(psi) 630 630 DESIGN Actual Span Location Group Allow LDF Ratio V(Ibs) 893 1 4'0 3/4" 41 16625 125% 0.05 M(ft-lbs) 2130 1 2'1 1/4" 71 68030 125% 0.03 LtRn(lbs) 1919 0 0' 71 7718 0.25 See Note 5 RtRn(lbs) 2024 0 4'21/2' 71 7718 0.26 See Note 5 LLDefl(") 0.00 1 2'1 1/4" 71 0.11 L154899 TLDefl(") 0.00 1 2'1 1/4" 71 0.14 L/33129 USE: onCENTER LVL 2.0E 1 3/4" x 20" 2 Plies onCENTER® LVL by BlueLinx Grade,Depth,Plies selected by user Connect plies together with 3 rows of 0.162"x 31/2"nails @ 12"o.c.(one row 2"from top,one row mid-depth,one row 2"from bottom). NOTES 1.Designed in accordance with National Design Specifications for Wood Construction and applicable approvals or research reports. 2.Provide full depth lateral support at all bearing locations.Allowable positive moment is calculated based on top edge with continuous lateral support. 3.Analysis valid for dry-use only(less than 16%moisture content). 4.Loads have been input by the user and have not been verified by BlueLinx Engineered Lumber Technical Services. 5.This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore,when reaction values are required,use Max Reaction from'Supports'section above. 6.Bearing length(Min Bearing)based on allowable stress of support material(Bearing Stress);support material capacity shall be verified(by others). 7.When required by the building code,a registered design professional or building official should verify the input loads and product application. 8.This member has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 9.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 10.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%,50=D+160%,60=D+0.75(100%+115%),70=D+0.75(100%+125%),80=D+ 0.75(100%+115%+160%),90=D+0.75(100%+125%+160%),100=0.6D+160%,110=D+Commercial(100%),120=D+0.75(100%+160%) 11.Group=Load Combination Number+Load Pattern number.(For simple span,Load pattern=1 for LL,0 for DL). • t•.. mli, Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: J150142 - Glen Layton Hms/Marlier/JK MiTek USA, Inc. 6904 Parke East Blvd, Site Information: Tampa, FL 33610-4115 Customer Info: Glenn Layton Hms Project Name: Marlier Residence Model: Lot/Block: 35 Subdivision: Atlantic Beach Country Club Address: Lot 35 ABCC j 7.31710 City: ATLANTIC BEACH State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TPI2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 83 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. Seal# Truss Name Date No. Seal# Truss Name Date 1 17445285 F01 9/22/015 j 18 I T7445302 F18 9/22/0,15 2 117445286 1 F02 9/22/015119 1 77445303 1 F19 9/22/015 3 117445287 1 F03 9/22/015120 T7445304 1 FG01 9/22/0151 4 T7445288 1 F04 9/22/015121 17445305 FG02 9/22/015 1 5 T7445289 F05 9/22/015122 T7445306 FG03 9/22/015 6 17445290 1 F06 9/22/015123 17445307 FG04 9/22/015 7 17445291 F07 9/22/015 24 T7445308 FG05 9/22/015 8 T7445292 F08 9/22/015 25 T7445309 FG06 9/22/015 9 T7445293 F09 9/22/015126 T7445310 FG09 9/22/015 10 T7445294 F10 9/22/015127 T7445311 FG10 9/22/015. 11 T7445295 F11 9/22/015128 17445312 FG11 9/22/0151 12 T7445296 F12 9/22/015129 T7445313 FG12 9/22/0151 13 T7445297 F13 9/22/015130 17445314 FT01 9/22/015 14 17445298 F14 9/22/015 31 T7445315 FT02 9/22/015 1 15 T7445299 F15 9/22/015 32 T7445316 FT02A 9/22/015 16 17445300 F16 9/22/015 33 17445317 FT03 9/22/015 17 177445301 F17 9/22/015 34 T7445318 FT04 9/22/015 The truss drawing(s)referenced above have been prepared by MiTek ��•�``PSt A.igii�'�, Industries,Inc.under my direct supervision based on the parameters �� 0�......... �e ',, provided by Manning Building Supplies. p `�`,,1`••:\G E N 5•.9,1,,•�• •Truss Design Engineer's Name: Albani, Thomas ' My license renewal date for the state of Florida is February 28, 2017. :`� IMPORTANT NOTE:Truss Engineer's responsibility is solely for STATE OF .:�: design of individual trusses based upon design parameters shown .,0,�•••,� P•:�� on referenced truss drawings. Parameters have not been verified °I A\ • O R k v••'rj•�•` as for filepreferrence for onnand hasnnolt beeio ui dedninicaiospecd�ieiedn ,'��,S�ONA`��.�`s only preparing 9 Suitability of truss designs for any particular building is the Thomas A.Alban'PE No.39380 responsibility of the building designer, not the Truss Engineer, 6904 Parke East Blvd.TampapaFL33610 per ANSI/TPI-1, Chapter 2. Date: September 22,2015 Albani, Thomas 1 of 2 RE: J150142 - Glen Layton Hms/Marlier/JK Site Information: Customer Info: Glenn Layton Hms Project Name: Marlier Residence Model: Lot/Block: 35 Subdivision: Atlantic Beach Country Club Address: Lot 35 ABCC City: ATLANTIC BEACH State: FLORIDA No. Seal# Truss Name Date No. Seal# Truss Name Date 35 T7445319 FT05 9/22/015 78 T7445362 1J13 9/22/015 36 T7445320 FT06 9/22/015179 1T7445363 I J 14 1 9/22/0151 37 T7445321 A01 9/22/015180 1T7445364 1 J 15 1 9/22/0151 38 T7445322 A02 9/22/015181 I T7445365 I J 16 1 9/22/015 I 39 T7445323 A03 9/22/015 2 I T7445366 I J 17 19/22/0151 40 T7445324* A04 9/22/015183 117445367 I J 18 19/22/0151 41 T7445325 A05 9/22/015 42 T7445326 B01 9/22/015 43 T7445327 B02 9/22/015 44 T7445328 BO2A 9/22/015 45 T7445329 BO2B 9/22/015 46 T7445330 B03 9/22/015 47 T7445331 B04 9/22/015 48 117445332 B05 9/22/015 49 1T7445333 CO1 9/22/015 50 1T7445334 CO2 9/22/015 51 T7445335 CO3 9/22/015 52 T7445336 C04 9/22/015 53 T7445337 C05 9/22/015 54 T7445338 C06 9/22/015 55 T7445339 C07 9/22/015 56 T7445340 C08 9/22/0111 57 T7445341 C09 9/22/0151 58 T7445342 C10 9/22/015 59 T7445343 C11 9/22/015 60 T7445344 C12 9/22/015 61 T7445345 C13 9/22/015 62 T7445346 C14 9/22/015 63 T7445347 D01 9/22/015 64 T7445348 D02 9/22/015 65 T7445349 E01 9/22/015 66 T7445350 J01 9/22/015 67 T7445351 J02 9/22/015 68 T7445352 J03 9/22/015 69 T7445353 J04 9/22/015 70 T7445354 J05 9/22/015 71 T7445355 J06 9/22/015 72 T7445356 J07 9/22/015 73 I T7445357 J08 9/22/015 74 17445358 J09 9/22/015 75 1 17445359 J10 9/22/015 76 117445360 J11 9/22/015 77 117445361 J12 9/22/0151 2of2 Job Truss Truss Type Qty I Ply ' Glen Layton Hms/Marker/JK I 77445285] J150142 I FO1 Floor 14 1 Job Reference(optional) 1 Manning Building Supphes. Jacksonville,FL 7.630 s Jul 28 2015 MTek Industries,Inc. Tue Sep 22 10:07:52 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkz W i80-VnICTZ971ggW 21tbILAoCgK?y6ggCKykhPK?JEQyb7L5 0-1-8 H I 1-3-0 I 1-11-8 I 0/18 Sala e=1:22.2 3x4= 5x12= 3x3= 3x3= 3x3= 1.5x4= 1 3x8= 2 3 4 5 6 • 4Ii 16 ,'d • \ I o PIA AL 14 , 13 12 11 10 9 8 3x8= 4x4= 3x3= 1.5x4 I I 1.5x4 I I 3x3= 3x5= 3x3= 0-6-8 0-5-0 I 1-10-8 l 4.4-8 I 5-7.8 13.1.0 I '0-5-0 1-4-0 2-6-0 1-3-0 7-5-8 0-1-8 Plate Offsets(X,Y)-- [1:Edge,0-1-8],[6:0-1-8,Edge],115:0-1-8,0-1-8],[16:0-1-8,0.0-121 LOADING(psf) SPACING- 2-0-0 CSI. 1 DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 I Vert(LL) -0.09 11-12 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 � Vert(TL) -0.12 11-12 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.02 7 n/a rl/a BCDL 5.0 Code FBC201O/TPI2007 1 (Matrix) Weight:79 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.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=1375/0-5-8,7=700/0.3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 14-15=-681/0,1-15=-677/0,7-16=-696/0,6-16=-695/0,1-2=-657/0,2-3=-1287/0,3-4=-1452/0,4-5=-1222/0, 5-6=-533/0 BOT CHORD 12-13=0/1105,11-12=0/1452,10-11=0/1452,9.10=0/1452,8-9=0/996 WEBS 6-8=0/779,5-8=-734/0,5-9=0/373,4-9=-447/0,1-13=0/852,2-13=-711/0,2-12=0/328,3-12=-381/0 NOTES- . . 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks with fixed 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. ,```01111111//1._ LOAD CASE(S) Standard X00 K1 A. 4'41,, , 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 • `,��O .G E N.''..414,10 S '♦ . Uniform Loads(plf) ...•\ F '. / • Vert:7-14=-10,1.6=100 No 39380 •: Concentrated Loads(Ib) .� Vert:14=-675 • * ••__ 4# 4 441111rillr-A :414:: ',,s,,5/O N A'��,%% • Thomas A.Alban!PE No.39380 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: • September 22,2015 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. woo . Design valid for use only with Mllek connectors.This design is p based only upon parameters shown,and Is for an Individual bolding component. Applicabllly of design pxxarneters and proper incorporation of component Is responsibility of txdldtlg designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stabllty cluing construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the respxrulbilIty of the brlOng designer.For general guidance regardhg labrlcation.quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria.058-89 and SCSI Building Component 6904 Parke East Blvd. ' Safely Infamaf on available from Truss Rate Institute.781 N.Lee Sheet,Suite 312,Aiexaldrkn,VA 22314. Tampa.FL 33610 r Job Truss I Truss Type Qty Ply 1 Glen Layton Hrns/Marlier/JK 17445286 J150142 F02 !Floor 5 1 I Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 Mack Industries.Inc. Tue Sep 22 10:07:52 2015 Page 1 1D:H9grk6J2oFpNrFFp2eNhhlaW i80-V nK TZ971ggW2ItbILAoCgK?49g?uK?jhPK?JEQyb7L5 0-1-8 3x6 F1--I 3110— 13-0 2 115x4 : 0-6-12 3 11.5x4 11 4 Scale=1:11.3 I — d g m l1.5x4= s .245 : 3x3= 7 6 5 3x3= 353= 3x3 I 3-9-12 3-9-12 Plate Offsets(X,Y)-- (9:0-1-8,0-0-121 --- LOADING(psf) SPACING- 2-0-0 I CSI. DEFL. in (toe) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.00 6 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.00 6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 I (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 3-9-12 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=190/0-3-8,5=196/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 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 with fixed 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. No 39380 ••• ."i -$.T• ___.0 - �1 is NA'E��ON Thomas k Alban)PE No.39380 MITek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 WARNING-Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16l2015 BEFORE USE. i Design valid for use only with Milek connectors.Thus desksn is based only upon Ixxaneters shown.and is 101 on individual building component. Applk:at4iity of design rxraneters and proper Inc:orpcxalkm of component is responsibility of building ckesklner-not truss designer.Bracirt 7 shown Is for lateral support of individual web members only. Addnlond tampoexy trcc:kg to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.Ion general id guance red eiks(J labrtcatbn,quality control.storage,delivery,erection and tracing.consult ANSI/TPII Quality Criteria.DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infomnatlon avalable from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 polo Truss Truss Type Oty `Ply Glen Layton Hms/Madier/JK T7445287 F03 Floor 10 1 Job Refererx:e(optional) Supplies. Jacksonville.FL 7.630 s Jul 28 2015 Miirek Industries.Inc. Tue Sep 22 10:07:53 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNht1kzWi80-z urnV8wR_evMlAyvtJRMYYB74Cg3NFge_Ismtyb7L4 1�� I 2 0 A?4 Scale=1:35.7 = 3x5= 4x4= 3x5= 3x3= 3x3= 3x3= 3x6 FP= 4x4= 4x7= 3 4 5 6 7 8 9 10 2911 0 Ihiliblly Allr"""Ir-2 r... •,.... IA MI ii it N pe n41111 .1 �.■t•w - IT 25 24 23 22 21 20 19 18 17 16 15 14 13= 4x7 II 4x7 II 3x6 FP= 3x6 3x6 I 3x3= 3x3= 1.5x4 II 4x4= 5x5= 3x3 I 3x6 I 3x6 1 3x6 II 1 0.7-12 I 0.5-q 1 2-0-4 I 4-6-4 1 5-9-4 I 7.1.12 i 8-4-12 11-3-0 13-9-0 I 15.1.8 I 16-4-8 I 18-108 i 20-4-8 0-5.40 1-4-8 2-6-0 1-3-0 1-4.8 1-3-0 2.10-4 2.6.0 1-4-8 1-3-0 2-6-0 1.6.0 0-2-12 Plate Offsets(X,Y)-- (1:Edge,0-1-81,111:0-3.0,Edge),119:0-3-0,0.0-0),127:0-3-12,Edge),128:0-1-8,0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.16 19 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(TL) -0.25 18-19 >926 360 � BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(TL) 0.04 12 n/a r/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:137 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1D(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1 D(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:25-26. REACTIONS. (lb/size) 12=1040/0-5-8,26=2791/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 11-12=-1034/0,1-2=0/446,2-3=-428/228,3-4=-1836/0,4-5=-2775/0,5-6=-3228/0, 6-7=-3238/0,7-8=-2839/0,8-9=-2839/0,9-10=-2062/0,10-29=-828/0,11-29=-828/0 BOT CHORD 25-26=-446/0,24-25=0/1241,23-24=0/2437,22-23=0/2437,21-22=0/2437,20-21=0/3228, 19-20=0/3228,18-19=0/3228,17-18=0/3135,16-17=0/3135,15-16=0/2568, 14-15=0/2568,13-14=0/1564 WEBS 11-13=0/1244,10-13=-1168/0,10-14=0/792,9-14=-783/0,2-26=-1174/0,1-26=-1528/0, 2-25=0/1212,3-25=-1261/0,3-24=0/922,4-24=-906/0,4-21=0/530,5-21=-882/0, 9-16=0/418,7-16=-471/0,7-18=-26/321,5-20=-91/474,6-19=-528/227,6-18=-392/424 • NOTES- 1)Unbalanced floor live loads have been considered for this design. ,,� �+�I 2)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. %%� i, 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 0% p,S A. A< e,� be attached to walls at their outer ends or restrained by other means. ,%% ow w•; . 0,4 se 4)CAUTION,Do not erect truss backwards. ;♦-s, • G E N S`�., / ��• • LOAD CASE(S) Standard No 39.380 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 • Uniform Loads(plf) Vert:1-11=-100,12-27=-10 '-�; • •a Concentrated Loads(lb) - Vert:1=-1623 i f_ .L e AliFSi'�,0R19•��j`?;• Thomas A.Alban)PE No.39380 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 ■V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MO-7473 rev.02/16/2015 BEFORE USE f INIlit Design valid for use only with Mllok connectors.This design Is based only upon parameters shown,and Is for an hcllvfdual bolding comlxxx?nl. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of iidivklual web members only. Additional temporary txacing to insure slabilty during construction Is the reslxxWblllty of the MiTek' erector. Additional permanent bracing of the overall structure Is the resporlsbrllty of the building designer.For general guidance regi sang fabrication,qualify control,storage.delNery.erection and bracing.consult ANSI/WP11 Quality Criteria.058.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Glen Layton Hms/Marier/JK T7445288 J150142 ,F04 Floor 3 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:07:54 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkzW i80-RASD_r9YC I mm_BIBTbggvl5l_UbSopZ_teUPIJyb7L3 0-1-8 0 10 12 H0-3�t 1-3-0 2-0-0 , 0-10-12 1 Scale=1:26.3 6x10 1.5x4= 34= 3x5= 3x3= 3x3= 34= 1 2 3 4 5 6 7 8 w :2 yea - II1 A .. tam �� e I of 1111 ILIII ! w IC E4 6 19 17 16 15 14 13 12 11 10 toe 8x10= 4x7 II 0-7-12 0-5-0 2.0-4 4-6-4 5-9-4 7.1.12 8-4-12 11.6.8 I 14.0.8 i 15.6.8 l 0.5.01 I 1.4.8 2-6-0 1 1-3-0 I 1-4-8 1-3-0 I 3-1-12 2-6-0 1-6-0 0-2-12 Plate Offsets(X,Y)-- [1:Edge,0-1-8],[12:0-3-0,0-0-0],[19:0-3-12,Edge],[20:0-1.8,0-0-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udetl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.07 13 >999 480 MT20 244/190 ' TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(TL) -0.10 13 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:114 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.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 9=717/0-3.8,18=4008/0-5-8 Max Grav9=718(LC 4),18=4008(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 8-9=-711/0,1-2=0/864,2-3=0/684,3-4=-856/271,4-5=-1446/0,5-6=-1547/0, 6-7.1303/0,7-8=-561/0 BOT CHORD 17-18=-864/0,16-17=-459/431,15-16=-106/1265,14-15=-106/1265,13-14=0/1547, 12-13=0/1547,11-12=0/1547,10-11=0/1050 WEBS 8-10=0/824,7-10=-757/0,7-11=0/393,2-18=-967/0,1-18=-2948/0,2-17=0/906, 3-17=-987/0,3-16=0/658,4-16=-618/0,4-14=0/337,5-14=-460/15,6-12=-187/307, 6-11=-539/65 NOTES- 1)Unbalanced floor live loads have been considered for this design. `�� , 2)All plates are 3x6 MT20 unless otherwise indicated. �� ,I�� 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. `•%% -t�P.S A. ,q., /. 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 �v 0 e•9 • be attached to walls at their outer ends or restrained by other means. `•• ..••∎, G E N S�•••2/ °o 5)CAUTION,Do not erect truss backwards. • No 39380 LOAD CASE(S) Standard * • 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pIf) Vert:9-19=-10,1.8=-100 "fl••• . s Concentrated Loads(Ib) R -; Vert:1=-3049 •:, ., FS.s• 0R10• \�..• Thomas A.Alban)PE No.39380 Mirek USA,Inc.FL Coil 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 ■ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.021162015 BEFORE USE. Design valid for toe only with Wick connectors.this design Is used only upon parameters shown,cold Is for an Individual folding component. AppllcabllN of cfeslgn pxrcrneters and proper Incur{:xxatkxt of component Is responsibility of bracing designer-rot truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the response edify of the MiTek. mit erector.Adcetlonal permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding fabrk:atbn.quality contrd.storage,delivery,ereclbn and bracing.consrlt ANSI/SPII Quaity Crnerla,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Buss Plate Instiute,781 N.Lee Street.Suite 312. Jexandria,VA 22314. Tampa.FL 33610 , , Job Truss Truss Type ;Qty I Ply Glen Layton Hms/Marlier/JK 77445289 J150142 F05 Floor 2 I 1 j Job Reference(optional) Manning Building Suppfes. Jacksonville.FL 7.630 s Jul 28 2015 Maack Industries.Inc. Tue Sep 22 10:07:55 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkzW i80-vM0bCB9BzbudcKJK01LVSzdVatvcXKQ75HEzrtyb7L2 I 1-3-0 I 1 14A 1 Scale=1:18.0 1.5x4 II 3x6 1 3x6— 2 3 4 5 6 • • . ''' \a 9 -\ N s. • 12 11 10 9 8 1.5x4 II 1-6-0 6-10-0 9-4-0 l 10-10-0 1-6-0 I 5-4-0 2-6-0 1-6-0 ' LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) -0.05 9-10 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Vert(LL) -0.08 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 7 n/a r/a . BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:65 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.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=582/0-5-8,7=582/Mechanical • FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-13=-571/0,6-7=-576/0,1-2=-411/0,2-3=-977/0,3-4=-977/0,4-5=-909/0,5-6=-423/0 BOT CHORD 11-12=0/785,10-11=0/977,9-10=0/977,8-9=0/795 WEBS 6-8=0/636,1-12=0/618,5-8=-590/0,2-12=-594/0,2-11=0/398 NOTES- 1)Unbalanced floor live loads have been considered for this design. • • 2)All plates are 3x3 MT20 unless otherwise Indicated. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks with fixed 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. ,tttt%%1111/#1,_ ' ``sO�p.. A qk6 tr, �% •E N .'9 • No 39380 7.'13 ; �6NA�E ,�.�` Thomas A.Albanf PE No.39380 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/F7473 rev.02/16/2015 BEFORE USE. • Design valid for use only with Milok connectors.Ills design Is lased only upon paraneters shown.and Is ler an Individual building component. Applicability of design paornetors and proper incorporation of component Is resporslblllty of building designer-not truss designer.Bracing shown Is for lateral su prx>rt of Individual web members only. Additional temporary b aclrng to Insure stablity during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and tracing.consult ANSI/1P11 Quality Criteria.DSB-89 and BCSI Building Component 6904 Parke East Bbd. Safely Information wald>le from Truss Plate Iretltute.781 N.Lee Street,Suite 312.Pdexandrkt-VA 72314. j Tampa.FL 33610 Job Truss Truss Type I sty Ply Glen Layton HmslMarlier/JK 77445290 J150142 F06 Floor 3 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:07:55 2015 Page 1 ID:H9grk6J2oFpNrFFp2eN hhkzW i80-vM0bCB9BzbudcKJKOI LVSzpdUitymXLK75HE2rIyb7L2 1-3-0 ---- _-1.7.8 QP-i 1.5x4 I f 3x3= Scale=1:12.6 1 3x6= 2 3 3x3- 4 • ~ I ___:\ F 1 , _ 10 i . 1.5x4= 4 0 T 3x3= 8 7 6 3x3= 1.5x4 I I 3x3 I I 3x3= 6-1-8 I 6-1-8 Plate Offsets(X,Y)-- (10:0-1-8,0.0-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) -0.04 7 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.44 Vert(TL) -0.05 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:39 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.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=323/0-5-8,5=317/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=-349/0,5-10=-320/0,4-10=-319/0,1-2=-294/0,2-3=-294/0 BOT CHORD 7-8=0/294,6-7=0/294 WEBS 4-6=0/263,1-8=0/431 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks with fixed 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. :•.•k\>, '•\G CE N S�.'94,�,,'• No 39380 - -O O . ,--' •• • .._o �� ,,,,<,,,,911,9.;./4.0.9N..RA..,\...o. ......‘.4.‘..t.0.0.,,,,, Thomas A.Alban'PE No.39380 Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 4 0 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1.7473 rev.02/162016 BEFORE USE. Design valid for use only wilts MIfek connectors.Res design Is based only upon parameters shown.and Is for an Individual balding component 111 Applicability of design parameters and proper Irscorporatlon of component is tesponsk fllty of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary tracing to insure stubBly doing construction is the resporslbllity of the MiTek- erector. Additional permanent bracing of the overall structure h the responsibility of the balding designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and tracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate InstItute.181 N.Lee Street Suite 312.Alexandria.VA 22314. Tampa.FL 33610 r Job Truss Truss Type Qty 1 Ply Glen Layton Hms/Marlier/JK 77445291 J150142 F07 Floor Girder 1 l 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries,Inc. Tee Sep 22 10:07:56 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkz W i80-NZazPXApkvOUDUuXaOtt8_AAdpHCrGjXHKxzW NByb7L1 I 1-3-0 - I 1-7-8 I I 1-1-8 11 1.5x4= Scale=1:13.4 6x6= 3x6 I I 3x6 I I 3x6 I I 6x6= 1 2 3 4 THA426 5 c q • - I •• 3x3= 5x5= 1, 8 8 7 4x4= 3x3 II 3x3= 4.7.8 i 6.1.8 l 4-7-8 1-6-0 Plate Offsets(X,Y)--7[3:0-3-0,0-0-0],[5:0-1-8,0-0-8],[5:0-1-8,Edgel,[7:0-1-8,Edge],[9:0-1-8,Edgel _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 40.0 1 Plate Grip DOL 1.00 TC 0.60 Verl(LL) -0.04 8 >999 480 1 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.71 Vert(TL) -0.07 7-8 >999 360 BOLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC201O/TPI2007 (Matrix) I Weight:48 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.2(1lat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=604/0-5-8,6=1191/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. i TOP CHORD 1.10=-635/0,5-6=-1190/0,1-2=-723/0,2-3=-723/0,3-4=-723/0,4-5=-1106/0 BOT CHORD 8-9=0/723,7-8=0/1106 WEBS 5-7=0/1575,1-9=0/1037,2-9=-627/0,4-7=-1050/0,3-8=0/375,4-8=-632/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks with fixed 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 Simpson Strong-Tie THA426(8-16d Girder,6-16d Truss)or equivalent at 4-8-4 from the left end to connect truss(es)to back face • of top chord. 0%‘111111111/11� 6)Fill all nail holes where hanger is in contact with lumber. � ,k kS A. ,q iiIi 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Ns-O ••`e,9 4', LOAD CASE(S) Standard `s��k ••\'\G E N S�.•n �... Uniform Loads(plf) Vert:6-10.10,1-5=-100 — • Concentrated Loads(Ib) • • , IT ":•...%�'Y--T' 1- • : • Thomas A.Alban(PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 1 Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIF7473 rev.02/1612015 BEFORE USE Design valki for use only with MI1ek connectors.This design Is based only upon priomelers shown,and is for an individual bulling component. Applicability of design parameters and proper incorporation of component Is resporubilty of building designer-not truss designer.Bracing shown 1111 . Is for lateral support of Individual web members only. Acldltional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer.For general guidance regarding M iTek- fabxication,quality control.storage,delivery.erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Iretttute,181 N.Lee Street.Suite 312,Alexandrki,VA 22314. 1 Tampa.FL 33610 - Job r Truss Truss Type Oty I Ply Glen Layton Hrre/Marlied JK T7445292 J150142 I FOB Floor Girder 1 1 I Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MTek Industries.Inc. Tue Sep 22 10:07:57 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzW i80-rl8MctBRVD8LreTj8jONXOjpQhb8?81IQZbj3veyb7L0 — 7 3A 0-8-4 1 Scale=1:21.6 This truss is NOT symmetric. Proper orientation is essential. 6x8= THA426 4x7 II THA426 THA426 THA426 THA426 THA426 6x6= 1 16 2 17 18 3 4 19 5 20 6 21 7 • IIM II IlOreg � F2, 14 13 12 11 10 9 8 6x8= 6x6= i 1-6-0 4-0-0 I 8-8-4 l 11-2-4 l 12-8-4 l 1-6-0 2-6-0 4-8-4 2-6-0 1-6-0 Plate Offsets(X,Y)-- 14:0-3-0,0-0-01 LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.05 12 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.51 ' Vert(TL) -0.09 12 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.50 I Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:109 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.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=1532/0.3.8,8=1250/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-15.1515/0,7-8=-1239/0,1-16=-1239/0,2-16=-1239/0,2-17=-2658/0,17-18=-2658/0, 3-18=-2658/0,3-4=-2923/0,4-19=-2923/0,5-19=-2923/0,5-20=-2329/0,6-20=-2329/0, • 6-21=-993/0,7.21=-993/0 BOT CHORD 13-14=0/2359,12-13=0/2923,11-12=0/2923,10-11=0/2765,9-10=0/1880 WEBS 7-9=0/1426,1.14=0/1779,6-9=-1340/0,2-14.1693/0,6-10=0/679,2-13=0/477, 5-10=-659/0,3-13=-423/0,5-11=0/329 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. • 3)Refer to girder(s)for truss to truss connections. 11 1 �� 4)"Semi-rigid pltchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. , 111 Ii, 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 bs' �p..S A. A le, be attached to walls at their outer ends or restrained by other means. �� Ce.9��i� 6)Use Simpson Strong-Tie THA426(8-16d Girder,6-16d Truss)or equivalent spaced at 2-0-0 oc max.starting at 1-5-0 from the left end •AN-.• • G E N SF...ij i. •to 10-10-0 to connect truss(es)to front face of top chord. 7)Fill all nail holes where hanger is in contact with lumber. No 39380 8)Hanger(s)or other connection devices)shall be provided sufficient to support concentrated load(s)164 lb down at 12-6-12 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). • _•• . s LOAD CASE(S) Standard — t • - 'T' _A • 4 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 .E `. �� Uniform Loads(pit) i,�� "• O R 10.•'G\�∎• ConcentratedBLoadsl(Ib)1-7=-100 - 19=-136(F)20=-136 F 21=-136(F) �1Ii,"0 N Al-� ss Vert:7=-84(B)16=-393(F)17=-393(F)18=-136(F) O 1111111 Thomas A.Albanl PE No.39380 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE MU-7473 rev.02/16/201S BEFORE USE. it f Design valki for use only with Mltok connectors.INs design Is lased only upon parameters shown,and Is for an Individual brldlrsg component. Applicability of design Ixxrnoters and proper Incorpxratkxn of component Is restxrsblllty of building designer-not truss designer.Bracing shown 1 Is for lateral support of individual web members only. Additional temporcay bracing to Insure stabltty cluing construction Is the responsibility of the MiTek^ erector. Additional permanent bracing of the overall structure Is the responsibility of the balding designer.For general guidance regarding fabrication,quality control.storage.delivery,erection and bracing.consult ANSI/Wit Quality Criteria.DSB-89 and BCSI Buitding Component 6904 Parke East Blvd. Safely Information avalable from Truss Plate Institute,781 N.Lee Sheet Suite 312.Alexandria,VA 22314. Tampa.FL 33610 r Job Truss Truss Type Qty I Ply Glen Layton Hms/Marlier/JK 77445293 J150142 F09 'Floor Girder 1 1 1 I Job Reference(optional) Manning Building Supp ee. Jacksonville,FL 7.630 8 Jul 28 2015 MiTek industries.Inc. Tue Sep 22 10:07:57 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkz W i80-r18MctBRVDBLreTj8jONXOjjOhjm?F7QZbj3veyb7L0 I 1-3-0 I 0.431 3x3= 3x6= Scale=1:13.4 1 3x6= 2 3 3x3= 4 ol • R ap m e M M M \11/ - - \ - 3x3 II 3x3= 1,5x4 I 1.5x4 I 3x3= 3x3 1-0-0 I 1-6-0 I 2-9-0 3-4-4 4-7-4 { 6-1-4 1-0-0 0.6-0 1-3-0 0-7-4 1-3-0 1-6-0 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) 0.00 6 •"• 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(TL) -0.00 10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 5 n/a ri/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) I Weight:42 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.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 5-1-4 except(jt=length)10=Mechanical. (Ib)- Max Gray All reactions 250 lb or less at joint(s)10,5,9,6 except 8=280(LC 1),7=280(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-8=-272/0,3-7=-272/0 NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks with fixed 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 ,,��<111111�i,,, 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �%`��AS A. A ,t', Uniform Loads(plf) 'r l Vert:5-10=-10,1-4=200 `.`/ "• �,\G•E N S�ceg2�,�, No 39380 ♦ ; � • , & o R %O• • ;s ell .0 Thomas A.Alban!PE No.39380 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 o WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Ml1.7473 rev.02/16/2015 BEFORE USE. Design volki for use only with Mllek connectors.This design Is based only upon txaaneters shown.crud Is lot on Individual building component. Applk:ablity of design parameters and proper Incorporation OF component Is responsibility of building closigner-not truss designer.Bracing shown Is for lateral support of Individual web members only. Addtlond temporary bracing to Insure stability dieing construction Is the responsiblilety of the MiTek' erector.additional permanent bracing of the overall structure Is the responsibility of the buirirq clesigrior.For general guidance(wording fabrication,quality control,storage.delivery,erection and tracing.consult ANSI/WP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information avalct le from truss Plate institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 r Job Truss Truss Type Qty Ply Glen Layton Hms/Marlier/JK T7445294 J150142 F10 ,Floor 4 1 ' I Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:07:58 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzWi80-KxikgDC3GWGCTo2viQvc3bF5k52nkhxZnFSdS4yb7L? I 1-3-0 I I-- 1-3-8 I 3x6= I 3x6= 2 1.50 II 3 1.554 . 4 Scale=1:11.2 w w IN= II I ABM ■ ■ ■. ■. .►:: 3x3- :_ 7 6 5 _; 3x3 353 II 3x3 i 4-6-8 4-6-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.01 7 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.10 Vert(TL) -0.01 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:32 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=236/0-5-8,5=236/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 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 with fixed 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. ``tt%%111111/it,,/•��O4PG' A q4 ll,4,, . EN S' •q2 '� • No 39380 ' 1,' '',ms s• •OR ,�•4�,•%% Thomas A.Alban)PE No.39380 Wok USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 ! 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.02116/2015 BEFORE USE. Design valid for use only with Mile*connectors.This design Is based only upon txrarneteis shown.and Is for on individual Folding component. 1 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not Buss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stabllty during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the bolding designer.For general guidance regarding fabrication.quality control,storage,delivery.erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Instttute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 r l Job I Truss Truss Type 1 Qty Ply Glen Layton Hms/Marlier/JK 17445295 J150142 F11 Floc •2 1 j Job Reference(optional) Manning Building Supplies, Jacksonville.FL 7.630 s Jul 28 2015 Milek Industries.Inc. Tue Sep 22 10:07:58 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzWi80-KxikciDC3GWGCTo2viOvc3bF.L5w_kghZnFSdS4yb7L? 1.3-0 I 2-1-0- — Scale=1:17.3 3x3= 3x3 II 3x6= 3x6= 2 3 4 3x3= • ■\ 4 __ / 9 I •VI 10 9 8 7 3x3= 3x6= 1.5x4 II 3x3= 3 x 3 1 1 3 x 3 1 1 1-6-0 7.8.8 I 9-2.8 I 1-6-0 6.2.8 1-6-0 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.08 9-10 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(TL) -0.11 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 ( (Matrix) Weight:56 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.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=493/0-3-8,6=493/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-11=-494/0,5-6=-481/0,1.2=-346/0,2-3=-684/0,3-4=-684/0,4-5=-341/0 BOT CHORD 9-10=0/627,8-9=0/684,7-8=0/684 WEBS 5-7=0/512,1-10=0/520,4-7=-528/0,2-10=-447/0 • 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 with fixed 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. %%v;`PS I A.4 it,�� .` ' .E N e'9 e•� No 39380 =iE 41110rr. . , T'_„ _:_.....--------e-)I-_, ...e.... ��° �S.'' O R 19.•*0 s. •,-115,ONAt 00 Thomas A.Albans PE No.39380 MITek USA,Inc.FL Cell 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 1 V WARNING-Verity design peram.rers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valki ter use only with Milek connectors.This design Is based only Upon Frrornetels shown.and Is 101 an Individual building component. 1111 Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Br cing shown . Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the Milk**erector. Additional permanent tracing of the overall structure Is the responsibility of the buil ing designer.For general guidance regoel ng I labdcotlon,quality control.storage,delivery.erection and bracing.consult ANSI/TPI1 Quality Criteria.DSB-89 and BCSI Building Component 6904 Parke East Blvd. I Safety Information avalable from Truss Plate institute.781 N.Lee Sheet.Suite 312.AlexandtkI.VA 223 hi. Tampa.FL 33610 Job Truss Truss Type Qty Ply Glen Layton Hms/Marlier/JK 17445296 J150142 IF12 Floor 3 1 l Job Reference(optional) Manning Building Supplies, Jacksonville.FL 7.630 s Jul 28 2015 M7ek Industries.Inc. Tue Sep 22 10:07:59 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzWi80.08F61ZDh1gO34yd5F8Qrcpo51VD6T8ZjOvCA_Wyb7L_ ' 0-1-8 I—I 0-2-0 I 1-3-0 3-0 I 1-0-0 1 Scale:3/4".1 I i 1.5x4 II 1.5x4 II 1 2 3x6— 3 4 5 6 • 15 • • 1.5x4= 14 • _. 13 11 10 9 8 V \ 1.5x4 H • 105-001.6.8 8-5-0 0-5-00-1.8 7-10-8 Plate Offsets(X,Y)-- f1:Edge,0-0-121,115:0-1-8,0-0-121 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) -0.02 8-9 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.04 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.00 7 n/a rVa BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:54 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.1D(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=388/0-3-8,12=1173/0-5-8 Max Grav7=389(LC 4),12=1173(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 13-14=-424/0,1-14=-424/0,7-15=-390/0,6-15=-389/0,3-4=-429/0,4-5=-429/0, 5-6=-259/0 BOT CHORD 10-11=0/429,9-10=0/429,8-9=0/461 WEBS 2-12=-700/0,6-8=0/376,5-8=-320/0,3-11=-430/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks with fixed heels"Member end tnoty 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 `,y`� ��, be attached to walls at their outer ends or restrained by other means. ♦,,,0•PS A q•i. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ♦��,\G E N SF•.-4%� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 i Uniform Loads(pit) No 39.380 Vert:7-13=-10,1-6=-100 Concentrated Loads(lb) Vert:1=-675 7.13 • _ . s r. T. �. - :e;4. •,,,;0NA� o.s Thomas A.Albans PE No.39380 MITek USA,Inc.FL Ceti 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 1 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02116/2015 BEFORE USE. I iiiii• Design valki for use only with MITek connectors.This design Is based only upon parameters shown,and is kg an individual Wiring component. Applicability of design paxasneters and proper Incorporation of component Is responsibility of bxidtr{g designer gner-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility at the MiTek' erector. Additional permanent bracing of the overall stiuchxe Is the responsibility at the building designer.For general guidance roctandtig fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,0SB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Information a vaic9ble from truss Plate institute.781 N.Lee Sheet.Suite 312.Alexandria VA 22314. Tarrpa.FL 33610 N r A Job Truss Truss Type Qty Ply Glen Layton Hms/Marlierl JK 77445297 J150142 F13 Floor I6 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:07:59 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkzW i80.08F61 ZDh1 gO34yd5F8Qrcpo6mVFoT9UjOvCA_W yb7L_ 0-1-8 FI---I f- p 2 1 1-3-0 1-5-4 I 1.5x4 ;I 3x6= Scale=1:12.6 1 2 3x6= 31.554 I I 41.554 I I 5 NM�= r a �� 0 11 . '° 1I II I EN 1111 Ma ' II: 3x3= _ 7 6 103x3= „ 3x3= 3x3 II 3x3 11 0.5.0 Q-6- 5-1-4 I ' 0-5-0 d-1 4-6-12 Plate Offsets(X,Y)-- I1:Edge,0-0-12) LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) 0.01 8-9 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.69 Vert(TL) 0.04 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 6 n/a Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:37 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1D(flat) TOP CHORD Structural wood sheathing directly applied or 5-1-4 oc purlins, except BOT CHORD 2x4 SP No.2(tlat) end verticals. WEBS 2x4 SP No.2(flal) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:7-8. REACTIONS. (lb/size) 6=189/Mechanical,9=1014/0-5-8 Max Grav6=190(LC 4),9=1014(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-9=-715/0 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 with fixed 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 `�.‘1%%1II111I,,, • 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 `,% -A ..S A. q/ ,,� Uniform Loads(plf) �v •••.ENS:• Qd -'i Vert:6 10=-10,1-5=-100 � ,••�,� ••.?/ °i Concentrated Loads(Ib) No 39380 Vert:1=-675 • * ; Thomas A.Alban)PE No.39380 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 t 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7473 rev.01/16/2016 BEFORE USE. Mil. Design valid for use only with Milek connectors.This design Is based only upon rxiorn eters shown.and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stabltty during construction Is the responsibility of the MiTek• erector.Additional permanent bracing of the overall structure Is the responsibility of the baking designer.for general guidance regarding tabdcafion,quality control,storage,delivery.erection and bracing.consult ANSI/TPI1 Quality Criteria.DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available horn Truss Plate Institute.781 N.tee Street.Suite 312.Alexandria.a.VA 22314. Tampa.FL 33610 I Job Truss !Truss Type I Qty Ply Glen Layton Hms7Marilerf JK 77445298 J150142 I F14 FLOOR 12 1 Job Reference(optional) Manning Building Supplies.Jacksonville,FL,CMHC 7.630 s Jul 9 2015 MiTek Industries,Inc.'rue Sep 22 10:43:35 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzW 180-yLXhjVgz_DulJ6XOJ2tHZFGC8XC9x856BEdDxjyb6pc 0-1-8 2-1-8 021-8 fQH4 � I ! Scal =1:40.4 5x10= 3x4= 3x5= 3x6 FP= 3x5= 3x4= 5x10= 1 2 3 4 5 6 7 8 9 10 11 12 13 lli� 1 - --- ---1-- ,11/1111 32! 11\III �e ICA 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 5x10= 4x4= 3x4= 1.5x4 II 3x8 MT20HS FP= 1.5x4 II 1.5x4 11 1.5x4 !I 3x4= 4x4= 5x10= 0-7-12 24-2-0 0-¢5-0 I 2-0-4 I 4-6-4 I 5-9-4 I 7.1-12 i 9-7-12 ,10-10-12 13-3-4 I 14.6.4 I 17-0-4 I 18-4-12 ! 19-7-12 22-1-12 I 23-6.4 23r9-0 , 45-$ 14-8 2-6.0 1-3-0 1-4-8 2-6-0 1-3-0 2-4-8 1.3-0 2-6-0 1-4-8 1.3.0 2-6-0 14-8 0--12 ' 0-2-12 0-5-0 Plate Offsets(X,Y)-- [1:Edge,0-1-8],[13:0.2-4,Edge],[1424 0.8,0-1-8],[15:0-3-12,Edgel,[29:0-3-12,EdStel,[30:0 1-8,0-1.8] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.35 21-22 >788 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -0.52 21-22 >525 360 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.08 15 n/a rVa BCDL 5.0 Code FBC2010/TPI2007 j (Matrix) Weight:132 lb FT=20%F,11%E . _1--- - LUMBER- BRACING- TOP CHORD 2x4 SP No.1D(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.1D(flat) except end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:29-30,28-29,15-16,14-15. REACTIONS. (lb/size) 29=1133/0-5-8,15=1133/0-5-8 Max Gray 29=1133(LC 3),15=1133(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-763/0,3-4=-2101/0,4-5=-3092/0,5-6=-3647/0,6-7=-3830/0,7-8=-3647/0, 8-9=-3092/0,9-10=-3092/0,10-11=-2101/0,11-12=-763/0 BOT CHORD 27.28=0/1522,26-27=0/2689,25-26=0/2689,24-25=0/3460,23-24=0/3460, 22-23=0/3830,21-22=0/3830,20-21=0/3830,19-20=0/3460,18-19=0/2689, 17-18=0/2689,16-17=0/1522 WEBS 2-29=-918/0,1-29=-255/0,2-28=0/1115,3-28=-1056/0,3-27=0/806,4-27=-800/0, • 4-25=0/548,5-25=-512/0,5-23=0/382,12-15=-918/0,13-15=-255/0,11-16=-1056/0, 12-16=0/1115,11-17=0/806,10-17=-800/0,10-19=0/548,8-19=-512/0,8-20=0/382, 7-20=-502/92,6-23=-502/92 NOTES- `,�j11111111/I� 1)Unbalanced floor live loads have been considered for this design. `,�0 P,S A. ,q�it�,� • 2)All plates are MT20 plates unless otherwise indicated. • 0o. e i, 3)All plates are 3x3 MT20 unless otherwise indicated. �� • ,``r ••• G•E N S•••,94i .i• 4)Following joints to be plated by qualified designer:Joint(s)14,30,not plated. \' 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. :N No 39380 ••:__. 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. * ► Sirongbacks 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 • � ; • 0. 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 it ••' �'�� ••� � Uniform Loads(pit) • .Z O R %0•.•• \ Concentrated Loads b)1-13=-67 e,• /O N A1-...• ,.``�• • Vert:30=-260 14 -260 I/1111M • Thomas A.Albans PE No.39380 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 4 1 Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02116/2015 BEFORE USE. ■ D NB esign valki lot use only with Mllek connectors.tills design is based only upon parameters shown.and Is for an individual building component. Applkxtelty of design parameters and proper Incorporatkar of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to mare stablity during construction Is the responsibility of the erector. Add itlorutl permanent bracing of the overall structure Is the responsibility of the baking designer.For general guidance regarding MiTek' fabrication,quality control.storage,delivery,erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information avalablle tram Truss Plate Institute,781 N.Lee Street.Suite 312,Alexcridaa.VA 72314. Tampa.FL 33610 Job I Truss Truss Type Oty Ply Glen Layton Hms/Marlier/JK i T7445299 J150142 F15 Floor 1 i I Job Reference(optional) Manning Building Supplies. Jacksonvile.FL 7630 s Jul 28 2015 MiTek industries.Inc. Tue Sep 22 10:08:01 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzWi80-kWNsSEExZRfnKFnUNZSJhEtWClwkx_IOUDhH1Pyb7Ky 0-1-8 Hr 17.3-0 1-5-0 I P00 I,08 1-5-0 HO I =1:33.2 4 4x4= 4x4= 1.5x4= 4x4= 1.5x4 II 4x4= 1.5x4= 1 2 3 4 5 6 7 8 9 10 11 j22 =w�w_�r_ er-� w � ii � iv.+NI\ • ►�� CA 20 19 18 17 16 15 14 13 5x5= 4x7= 1.5x4 I I 4x7= 5x5= I 1-6-0 4-3-8 + 6-11-0 I 8-2-0 I 11-1-0 12-4-0 I 14-11-8 17-9-0 I 19-3-0 1-6-0 2-9-8 2-7-8 1-3-0 2.11-0 13-0 2-7-8 2-9-8 1-6-0 Plate Offsets(X,Y)-- [1:Edge,0-1-81,111:0-1-8,Edge1,[22:0-1-8,0-0-121,123:0-1-8,0-0-121 • LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(TL) -0.20 16 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(TL) -0.36 16 >625 360 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(TL) 0.07 12 n/a Na BCDL 5.0 I Code FBC2010/TP12007 (Matrix) Weight:104 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1 D(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1D(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 21=906/0-5-0,12=906/0-5-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 21-22=-904/0,1-22=-902/0,12-23=-904/0,11-23=-903/0,1-2=-950/0,2-3=-2603/0, 3-4=-2604/0,4-5=-3227/0,5-6=-3447/0,6-7=-3447/0,7-8=-3227/0,8-9=-2603/0, 9-10=-2602/0,10-11=-950/0 BOT CHORD 19-20=0/1795,18-19=0/3010,17-18=0/3447,16-17=0/3447,15-16=0/3420,14-15=0/3013, 13-14=0/1795 WEBS 11-13=0/1228,1-20=0/1228,10-13=-1174/0,2-20=-1175/0,2-19=0/1028,3-19=-261/0, 10-14-0/1027,9-14=-259/0,4-19=-540/0,4-18=0/369,5-18=-451/0,8-14=-545/0, 8-15=0/297,7-15=-312/0,7-16=-197/353 NOTES- 1)Unbalanced floor live loads have been considered for this design. ,, 2)All plates are 3x3 MT20 unless otherwise indicated. �tt i, 3)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. `SOS �( S A. A ��i, 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 • C) • be attached to walls at their outer ends or restrained by other means. •:•s%.k�.' . C'•E N SF•q2/',� LOAD CASE(S) Standard • No 39380 • 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 • Uniform Loads(plf) Vert:12-21=-7,1-11=-67 .� Concentrated Loads(Ib) T. Vert:3=-214 9=-214 `•�'G � � Thomas A.Alban)PE No.39380 MITek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 i V WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16!2015 BEFORE USE. • Design valid for use only with Mllek correctors.Ibis design Is based only upon n lxraneters shown,ax1 Is for an halvlduxl building comronent. Ap lk:abllty of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of I id dual web members only. Additional temporary brax:irscl to Insure slatAlty diming construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the bulking designer.Fax general guidance regarding fabrication,quality control.storage.delivery.erection and tracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information arvalalle from Toss Plate Institute,781 N.Lee Street,Suite 312.Alexan<1rkr.VA 22314. Tampa.FL 33610 1 Job Truss Truss Type 1 Qty Ply I Glen Layton Hills/Marker/JK 17445300 J150142 F16 Floor 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:08:02 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhlaW 180-CixFgaFaKlndxPMgxG_YERQgHiFXgR W 9itQgaryb7Kx I 1-3-0 I 1- -2-�--1 I .._2-0-0 -I,0.8-0H I t-2-0 -1 Scale=1:31.5 4x4= 1.5x4 I 4x4= 4x7= 14x7= 2 3 4 5 6 7 8 9 10 11 Aiii. h..,.Njlp,„,,,/Amir....„,vp„„,,/Ak .1 ' lErAll&b. "r rl 21 20 19 18 17 16 15 14 13 12 5x5= 4x7= 1.5x4 I I 4x7= 5x5= 1-6-0 4-0-8 6-8-0 17-11-0 I 12-1-0 I 14-8-8 17-3-0 I 18-90 I 1-6-0 I 2-6-8 I 2-7-8 1-3-0 4-2-0 2-7-8 2-6-8 1-6-0 Plate Offsets(X,Y)-- (1:Edge,0-1-81,[11:0-3-0,Edge] LOADING(psi) SPACING- 1-4-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.18 16 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.76 Vert(TL) -0.33 16 >675 360 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:103 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1 D(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.10(flat) end verticals. WEBS 2x4 SP No.2(11at) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 21=892/Mechanical,12=892/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-21=-888/0,11-12=-888/0,1-2=-927/0,2-3.2418/0,3-4=-2418/0,4-5=-3041/0, 5-6=-3261/0,6-7=-3261/0,7-8=-3041/0,8-9=-2417/0,9-10=-2417/0,10-11=-928/0 BOT CHORD 19-20=0/1757,18-19=0/2825,17-18=0/3261,16-17=0/3261,15-16=0/3234,14-15=0/2828, 13-14=0/1757 WEBS 11-13=0/1235,1-20=0/1235,10-13=-1153/0,2-20=-1153/0,2-19=0/905,10-14=0/904, 4-19=-542/0,4-18=0/390,5-18=-481/6,8-14=-548/0,8-15=0/302,7-15=-333/0, 7-16=-228/385 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. ,� 3)Refer to girder(s)for truss to truss connections. ••4 //5 4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. `•%‘ -0,PS A. , , tj�, 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 ,% 0 be attached to walls at their outer ends or restrained by other means. •E N • 9 , LOAD CASE(S) Standard No 39380 ••. _ i 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 - .k _ Uniform Loads(plf) Vert:12-21=-7,1-11=-67 :/ Concentrated Loads(lb) .-0 • - $: Vert:3=-214 9=-214 T •- t-" •••e. • '''tiS�ONA� „,0 •s Thomas A.Alberti PE No.39380 MRek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 • Date: September 22,2015 • • 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2016 BEFORE USE. Design valid for use only with Mllek connectors.This design Is based only upon pcuometers shown,and Is tel an In ivkkxal biting conipo neat. �. Appecobtity of design pcaarneters and proper incorporation of component Is rest onsi illty of bulking designer-not truss designer.Bracing shown Is for lateral support of kxgvldual web members only. Additlond temporary bracing to insure stolAlty doing construcibn Is the r esfxxnslbllllty of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the biting designer.For general guidance regrading fabrication,quality control,storage,delivery.erection and bracing.consult ANSI/TPI1 Quality Criteria.OSB-89 and BCSI Building Component 6904 Parke East Blvd. • Safety Information available from Truss Plate institute,781 N.Lee Street.Suite 312,Alexarxirkr.VA'22314. Tampa.FL 33610 _---_I Job Truss Truss Type I Qty Ply Glen Layton HmslMarlier/JK 17445301 J150142 F17 Floor 113 1 • `` I Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MTek Industries,Inc. Tue Sep 22 10:08:03 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkzW i80-gvVdtwGC43vUZZxtU_Vnmtyyr6mdPzjlxXA06Hyb7Kw 3x6 0-1-8 4_, 313_ 0-7-8 2 1.5x4 I 0-6-0 3 1,5xg II 1-3.0 4{ • Scale=1:9.6 II II MAE • • 9 ■ ", 1111.5x4= . ■■ 3x3= 3x3= 7 6 5 Mill 3x3= 3x3 I I 3-1-8 l { 3-1-8 Plate Offsets(X,Y)-- (9:0-1.8,0-0-121 LOADING(psi) SPACING- 1-4-0 CSI. DEFL- in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) -0.00 6 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 I BC 0.06 Vert(TL) -0.00 6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:22 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=101/0-3-8,5=105/Mechanical FORCES. (Ib)-Max.Comp-/Max.Ten.-All forces 250(Ib)or less except when shown. 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 with fixed 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. Sirongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. ■ ,,,:�{{IIIIIII�II. ..�O�PS A A.ei-'•, No 39380 L•l e'i `')/0NA, Cos • • Thomas A.Alban)PE No.39380 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 r Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Weir connectors.This design is based only upon parameters shown,and is for an 9KivkAxy bulking component. Applk a8 llty of design parameters and proper Incorporation of component Is responstdllly of building designer-not liras designer.Bracing shown Is for lateral support of Individual web members only. Additkrx9 temporal bracing to insure stability during construction Is tie responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fktrdcati n,quality control,storage,delivery,erection and tracing,consult ANSI/SPit Quality Criteria,DSB-89 and SCSI Building Component 6904 Padre East Blvd. Safely Information avalcble from Truss Plate Institute.781 N.Lee Street Suite 312.Alexa drka-VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply Glen Layton HmslMarler/JK 77445302 1.1150142 F18 GABLE 2 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 M7ek Industries.Inc. Tue Sep 22 10:08:03 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzW i80-gvVdtwGC43vUZZxtU_Vnmfyyi6mOPztIxXAO6Hyb7Kw 0 1 3x3= 2 1.5x4 II 3 3x3 11 Scale=1:9.6 i OM ■i ■ Y 7 I l ■ UM 1 'iiii'i:O:iiiiiii'ii iiiii:•iiiiiiii•:0:::::i:'.•iJ::iii::• ::i:•:i:'iiii0i000 :•••::•i i i i•:i•:is i,::•:�:+:❖:•PJ••:i1•:0•�:�:�i J:O•:•::::: :::•:•: ,:•i❖:•:$ 6 5 4 3x3— 3x3— 3x3 II 1-4-0 I 2-10-8 1-4-0 1-6-8 Plate Offsets(X,Y)-- (7:0-1-8,0-0-12) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.11 Vert(LL) rt/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) rVa - n/a 999 BCLL 0.0 Rep Stress!nor YES WB 0.02 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:18 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2(flat) REACTIONS. (lb/size) 6=41/2-10-8,4=62/2-10-8,5=180/2-10-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)"Semi-rigid pitchbreaks with fixed 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. �`t�,`PS,A. A,'I •N•p�. �e9�'�. , k •,�'�GEIVS� ••'1, 1. No 39380 .• -O . 111101111r* . t .: ......,_______wiz;T. ..... 1•1- ,40.7: .3.-v--- _______:._ 1,._....t.,.... , n '.. le''',S'ONA` .tVO Thomas A.Alban'PE No.39380 MfTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 1 WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/1612016 BEFORE USE. mil Design valid for use only with Mllek connectors.Ibis design Is based only upon rx>taneters shown,and Is rot on Individual building corrl foment. Appilcab4lN of design pas meters and proper Incorpaatkm of component Is«srxxnsIbility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to inure stability during construction Is the responsibility of the MiTek• erector. Additional permanent bra:ing of the overall struck re Is the responsibility of the balding designer.For general guidance regadhg tabrlcallon.quality control,storage.delivery,erection and bracing,consult ANSI/TPII Quality Criteria.DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information avdallle from Iran Plate Institute.781 N.Lee Street.Suite 312.Alexandrkl,VA 22314. Tampa.FL 33610 I Job Truss Truss Type Qty Ply Glen Layton Hms/Madier/JK I 17445303 J150142 F19 Floor 13 1 11 I I Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MTek Industries.Inc. Tue Sep 22 10:08:03 2015 Page 1 , .,. ID:H9ork6J2oFpNrFFp2eNhhkz W i80-gv VdtwGC43vUZZxtU_VnmfyyL6mSPzgIxXAO6Hyb7Kw 3x6= 0-1-8 H 3x,1= 1-1-8 2 1.5x4 II I 3 Scale=1:9.6 U. ..m.. e 7 ■■I 1.5x4= I / i MN NNE V ME IIIMIMMMIIII*1 . ■2 3x5= 6' 5 4 = 3x3 11 1-5.4 I 210.8 1 . 1-5-4 1-5-4 Plate Offsets(X,Y)-- 17:0-1-8,0-0-121 _ LOADING(psf) SPACING- 1-4-0 CSI. DEFL In (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL) -0.00 5 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 I Vert(TL) -0.00 6 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.02 Horz(TL) 0.00 4 rVa n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:20 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.20iat) TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=92/0-3-8,4=96/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)"Semi-rigid pitchbreaks with fixed 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. ottitIllirtiii No 39380 • r _ • • I ii ,_: • • �`i,tss �. N IO N A��l Thomas A.Alban!PE No.39380 MITek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 • 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.02/16/2015 BEFORE USE. Mill• I Design valid for use only with Mitek connectors.INs deskln Is based only upon parer eters shown.cnd Is for an individual txlding component. Applicability of design rxzdxneters and proper incorporation of component Is resporalbllity 01 building designer-not truss designer.Bracing shown Is for lateral support of indNkkxi web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the , erector. Adattonal permanent bracing of the overall structure Is the respcnsIblitty of the bulking designer.For general guidance regdxd ing tabdcatlorx quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria.ose-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from lass Plate Institute,781 N.Lee Sheet,Suite 312,Alexendrkt.VA 22314. Tampa.FL 33610 Job Truss I Truss Type lOty Ply Glen Layton Hms/Marlier/JK 17445304 J150142 FG01 ROOF TRUSS 1 4 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.630 s Jul 28 2015 MTek Industries.Inc. Tue Sep 22 10:08:04 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzWi80.853?4GGgrM1LBJV32hOOJsVOOWn38HxSABvxelryb7Kv I 1-6-3 I i 2-0-0 I I 1-3-1.-._--i .1.3-1---I 1--- 1-3-1 .-I Scale=1:22.1 1.5x4 II 1.5x4 I I 3x4= 4x4= 5x5= 1 4x10= 2 4x4= 18 3 3x4= 4 5 6 7 19 8 0 • • c o oi o 4 :0 acl: -'''''''''''''s / • 77_. 15 14 13 123x4= 114x4= 105x5= K 17 �, 16 3x8= 4x4= 3x4= 9 2x4 1 2x4 11 0-5-0 011 ie 2-4-11 y 4-2-5 6-0-0 9-10-1 I 11-4-11 I 13.1-0 o-1- 1-11-11 1-9-11 ,-9-11 3-10-1 1-6-9 1-8-5 0-3-8 Plate Offsets(X,Y)-- (15:0-3-8,0-1-8] _ LOADING(psi) ` SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.09 13 >999 480 MT20 244/190 TCDL 10.0 I Lumber DOL 1.00 BC 0.82 � Vert(TL) -0.18 12-13 >827 360 BCLL 0.0 • Rep Stress Incr NO WB 0.61 Horz(TL) 0.02 9 rVa n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.07 13 >999 240 Weight:3071b FT=11% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-12 oc purlins, except BOT CHORD 2x6 SP No.10 end verticals. WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-16:2x8 SP No.10 REACTIONS. (lb/size) 9=5893/0-5-8,16=5375/0-5-8 Max Horz 16=46(LC 11) Max Uplift9=-812(LC 9),16=-624(LC 8) Max Grav9=5938(LC 19),16=5399(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 8-9=-5527/1001,1-2=-5879/708,2-18=-10755/1682,3-18=-10755/1682,3-4=-13690/2495, 4-5=-13690/2495,5-6=-13690/2495,6.7.10535/1924,7-19=-6060/1099, 8-19=-6060/1099 BOT CHORD 14-15=-709/5892,13-14=-1684/10772,12-13=-2511/13707,11-12=-1951/10552, 10-11=-1120/6077,9-10=-89/347 WEBS 5-12=-1995/354,7-10=-5034/916,8-10=-1342/7461,7-11=-1083/5828,6-11=-4013/764, 6-12=-743/4109,4-13=-3087/833,1-16=-4106/390,1-15=-848/7038,2-15=-4242/590, 2-14=-1200/6000,3-14=-2920/567,3-13=-1016/3609 ,,,`-�0011111/i/1.^ ,/,, NOTES- O • -9 �� 1)4-ply truss to be connected together with 10d(0.131"x3")nails as follows: `�•s \> .•-\C'E N s'•• 2, t• Top chords connected as follows:2x4-1 row at 1-0-0 oc. • Bottom chords connected as follows:2x6-2 rows staggered at 1-0-0 oc. No 39380 •t.- •• Webs connected as follows:2x4-1 row at 1-0-0 oc,2x8-2 rows staggered at 1-0-0 oc. *- • Attach TC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. Attach BC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front ront(F)or back(B)face in the LOAD CASE(S)section.Ply to •.:41•/.:.::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=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25it;B=4511;L=24ft;eave=4ft;Cat.II;.,�P �� -� • Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0.5-2 to 3-5-2,Interior(1)3-5-2 to 12-11-4 zone;cantilever left and 0 •4 O R 1 Q ,• \ �■ • gnpt exposed; 60 end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate "le'0_0.•�0 N Al- ?�,` 4)Provide adequate drainage to prevent water ponding. it/411111W° 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 Thomas A.Alban)PE No.39380 fit between the bottom chord and any other members. M1Tek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 812 lb uplift at joint 9 and 624 lb uplift at joint Date: 16. September 22,2015 8)'Semi-rigid e i-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. P ,a1(.nt ITIAPJ Ilit nut cruet 1n,cc h,ar9 tam rele I o WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII.7473 r•v.02/16/2015 BEFORE USE. 1 1111 Design valid for use only with Mflek connectors./his design is bled only upon Txxemelels shown.and Is for an sxAvldual building cornrx>nent. Apptcabllty of design parameters and proper Incorporation of component is responsibility of braIdkng designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional lemporary bracing to haze stability during construction Is the responsibility of tlx: MiTek erector. Adaltonal permanent bracing of the overall structure re Is the responsibility of the building designer.for general guidance regarding fatatcatlon,quality control,storage,delivery,erection and bracing,consult ANSI/WP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information avalklNe from Truss Plate Institute.781 N.Lee Sheet,Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type I Oty I Ply Glen Layton Hms/Marlier/JK 77445304 • J150142 FG01 I ROOF TRUSS 1 4 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:08:04 2015 Page 2 I D:H9grk6J2oFpNrFFp2eNhhkzW i80.853?4GGgrM 1 LBjV32h00JsVOOWN38HxSABvxekyb7Kv NOTES- 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)284 lb down and 114 lb up at 2-3-0,321 lb down and 130 lb up at 4-3-0, 2815 lb down and 1136 lb up at 6-0-0,1324 lb down and 534 lb up at 8-0-0,and 1324 lb down and 534 lb up at 10-0-0,and 1324 lb down and 534 lb up at 12-0-0 on top chord,and 903 lb down and 364 lb up at 0-0-0 on bottom chord. The desigrVselection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Root Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pIf) Vert:9-17=-10,1-8=-252 Concentrated Loads(lb) Vert:17=-869 5=-1275 6=-1275 4=-2710 2=-273 3=-309 19=-1275 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mllek connectors.This design is based only upon parameters shown.and Is for an IncSvklual bullring compxnient. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the bullring designer.For general guidance regarding fabicatlon,quality control,storage,delivery,erection and bracing.consult ANSI/1Pil Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute.781 N.toe Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 rss Truss Type Qty Ply Glen Layton HmslMarlier/JK 1 774453051 02 Floor Girder 1 I 2 Li Job Reference(optional) I acksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:08:05 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkzW i80-cHdNlcHScg9Cot4FcPXFS42H Wv0VtpCbOrfVAAyb7Ku 0 1 2.0-0 I -- 2.2-8 - -{ 2-2.8 I Scale=1:22.1 THA426 1.5x4 11 THA426 1.5x4 II THA426 THA426 THA426 2 3 14 4 15 5 16 17 6 • : -•- ■11.-_is---41 �`' it n/1I �� r tim t■i■11 13 10 9 8 2x4 II 10.5-01 3-0-10 1 10-5-4 I 13-1-0 0-5-0 2-7-10 7-4-10 2-7-12 _-. - LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) -0.05 10 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) -0.08 10 >999 360 BCLL 0.0 Rep Stress!nor NO WB 0.29 Horz(TL) 0.01 7 n/a rVa BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight:148 lb FT=11% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.1D end verticals. WEBS 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-12:2x8 SP No.1D REACTIONS. (lb/size) 12=2449/0-5-8,7=1154/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-12=-2366/0,6.7=-1064/0,1-2=-1996/0,23=-272710,3-14=-2727/0,4-14=-2727/0,4-15=-2727/0,5-15=-2727/0, 5-16=-1700/0,16-17=-1700/0,6-17=-1700/0 BOT CHORD 11-13=0/1996,10-13=0/1996,9-10=0/2727,8-9=0/1700 WEBS 4-9=-385/0,3-10=-334/0,1-11=0/2042,2-11=-639/0,2-10=0/978,6-8=0/1808,5-8=-919/0,5-9=0/1161 NOTES- 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x8-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 0% 3) 1lSg, 3)Unbalanced floor live loads have been considered for this design. ``�i gJ S A. A t_ 4)All plates are 3x4 MT20 unless otherwise indicated. 0 .9 i� 5)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. ,��,`�.•�\C'E N S�•.•�i/ i� 6)Recommend 2x6 sirongbacks,on edge,spaced at 10.0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks tom be attached to walls at their outer ends or restrained by other means. No 39380 i 7)CAUTION,Do not erect truss backwards. * • 8)Use Simpson Strong-Tie THA426(8-16d Girder,6-16d Truss)or equivalent spaced at 2-0-0 oc max.starling at 5-5-12 from the left erla to 12-5-12 to connect lruss(es)to front face of top chord. 9)Fill all nail holes where hanger is in contact with lumber. ��3� _ • 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)383 lb down at 4-3-4 on bottom %-P 'J I f a : chord. The design/selection of such connection device(s)is the responsibility of others. ~ ,� •1)Dad+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 x'114;0 N A��? Job Truss Truss Type Qty Ply Glen Layton HmslMarlier/JK 17445306 J150142 ,FG03 Floor Girder 1 2 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MTek Industries,Inc. Tue Sep 22 10:08:05 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzWi80•cHdNIcHScg9Cot4FcPXFs42FCVJBtIMbOdVAAyb7Ku I 2-2-6 1 2-0_0 i - 1 s-1 1---1=5'1----I - -1-5'1 I Scale=1:26.2 THA426 THA426 THA426 1.5x4 II 1.5x4 I THA426 THA426 THA426 1 4x10= 2 3 18 4 5 6 7 19 20 8 WM NPR -4 , -' llirm --". 1.111114141 • try i w�. IIIIIIIIIIIIj Ell= oar ram 1 milibm I poop"ii N//' M 16�� 15 17 14 13 12 11 10 �/ 3x5 II 3x8= 2x4 II 0.5-01 2-11-8 5-5-8 I 11-11.9 I 13-84 l 156-8 I • 0-5-0 2-6-8 2-6-0 6.6-1 1-8-9 1-10-5 . Plate Offsets(X,Y)-- 115:0-3-8,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) -0.13 13-14 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(TL) -0.18 13-14 >997 360 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight:180 lb FT=11% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc purlins, except BOT CHORD 2x6 SP No.1 D end verticals. WEBS 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-16:2x8 SP No.1D REACTIONS. (lb/size) 16=4457/0-5-8,9=1345/0-3-8 Max Grav16=5014(LC 3),9=1416(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. TOP CHORD 1-16=-4887/0,8-9=-1325/0,1-2=-3657/0,2-3=-5278/0,3-18=-4301/0,4-18=-4301/0, 4-5=-4301/0,5-6=-4301/0,6-7=-2757/0,7-19=-1575/0,19-20=-1575/0,8-20=-1575/0 BOT CHORD 15-17=0/3657,14-17=0/3657,13-14=0/5278,12-13=0/4301,11-12=0/2757,10-11=0/1575 WEBS 4-13=-289/0,5-12=-377/0,1-15=0/3790,2-15=-1034/0,2-14=0/1825,3-14=-355/132, 3-13=-1100/355,8-10=0/1870,7-10=-1129/0,7-11=0/1480,6-11=-1235/0,6-12=0/1932 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3')nails as follows: Top chords connected as follows:2x8-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. 1111111 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. ss• gP,S A. A� •∎i� 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 `v Q e,9 i,� connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ,_.■�,,e ..k Ci•E N S`:;••12, •• 3)Unbalanced floor live loads have been considered for this design. 0. 4)All plates are 3x4 MT20 unless otherwise indicated. No O 39380 •.._� 5)'Semi-rigid pitchbreaks with fixed 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 be attached to walls at their outer ends or restrained by other means. = 7)CAUTION,Do not erect truss backwards. 8)Use Simpson Strong-Tie THA426(8-16d Girder,6-16d Truss)or equivalent spaced at 2-0-0 oc max.starting at 6-1-12 from the left enc�► • .y6. �' • to 14-11-0 to connect truss(es)to back face of top chord. ; ''.1 9)Fill all nail holes where hanger is in contact with lumber. i ,n Q R .0.•..r...\` ,�� 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1350 lb down at 4-0-12 on bottom pie SS ••••••••• ` •v% chord. The desigrVselection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Thomas A.Alban)PE No.39380 MRek USA,Inc.FL Cart 6634 Uniform Loads(plf) 6904 Parke East Blvd.Tampa FL 33610 Vert:9-16=-10,1-8=-100 Date: September 22,2015 0 WARNING•Verify design paramders and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1.7473 my.02/16/20f6 BEFORE USE. Design valid for use only with Mflek connectors.lnls design k based only upon Ixxornclors shown.and Is for(sn Individual building comrx,nent. , Applicability of design rxrameters and proper incorprxolbn of component S reg.xxsaxlity of bulking designer-not truss designer.Bracing shown Is for lateral support of krdMdual web members only. AdlditIon al temporary bracing to insure stability during conshuctlon is the responsibility of the M�Tek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general gukfanco regarding Iaxlca800.quality control,storage.delivery.erection and bracing.consult ANSI/TPII Quality Criteria,DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information arvdl f le from truss Plate Institute.781 N.Lee Sheet,Suite 312 Alexandrkr.VA 22314. Tampa,FL 33610 i Job I Truss Truss Type Qty Ply I Glen Layton Hms/Marlieri JK I 774453061 J150142 FG03 Floor Girder 1 I I 2 I Job Reference(optional) I Manning Building Supplies. Jacksonville,FL 7.630 s Jul 28 2015 Mi Tek Industries.Inc. Tue Sep 22 10:08:05 2015 Page 2 I D:H9grk6J2oFpNrFFp2eN hhkzW i80-cHdNIcHSog9Cot4FcPXFS42FCvJBtIMbOrNAAyb7Ku LOAD CASE(S) Standard Concentrated Loads(lb) Vert:1=-3053 4=-90(B)5=-90(B)6=-90(B)17=-550(B)18=-90(B)19=-90(B)20=-90(B) 1 0 WARNING-Verily design parameters and READ NOTES ON THIS AND WCLUDED MITER REFERANCE PAGE M11.7473 rev.02/162016 BEFORE USE. Design valid for use only with Mile*connectors.This design Is based only upon parameters shown,and Is for on Individual building component. ' Applicability 01 design parameters and proper hcorfxxatkxn of component Is responsibility or building designer-not truss deskiner.BrocUrg shown Is for lateral support of lndlvkfual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent tracing of the overall structure Is the responsibility of the bulking designer.for general gurx: lcke regarding fabrication.quality control.storage.delivery,erection and Lrachg.consult ANSI/TPI I Quality Criteria.DSB-89 and BCSI Building Component 6904 Parke East Blvd. rm Safely Information avalabie from truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. 1 Tampa.FL 33610 Job 'Truss Truss Type .Oty Ply Glen Layton HmsdMarlierf JK I 17445307' J150142 FG04 Floor Girder 1 1 Job Reference(optional) Manning Building Supplies.Jacksonville-FL.CMHC 7.630 s Jul 9 2015 MiTek Industries,Inc. Tue Sep 22 10:46:32 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhlaW 160-GOjbtt p-Jc Be2JZPAjYoEa5XRtovvF KAuG74fyyb6mr 1-10-12 1 1.5x4 II 3x4_ Scale=1:12.6 1 3x8= 2 3 %v. 7 6 110-7.•-411 53x8 8 4 2x4 I I 2x4 11 0.1-p0-5-0 I 2-9-4 I 5-1-4 I 0-1-80-3-8 2-4-4 2-4-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.14 Vert(LL) -0.01 5 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.18 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Inc( NO WB 0.10 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight:31 lb FT=11% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-4 oc purlins, BOT CHORD 2x6 SP No.1D except end verticals. WEBS 2x4 SP No.2'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-6:2x8 SP No.1D MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=498/Mechanical,6=825/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-261/0,1-2=-296/0,2-3=-296/0 WEBS 1-6=-259/0,1-5=0/338,2-5=-271/0,3-5=0/343 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 with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)370 lb down at 4-0-0 on `,�� Ig,/i. bottom chord. The design/selection of such connection device(s)is the responsibility of others. .0 �p,S A. 4 i„ 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��V . Ce-d ■∎ LOAD CASE(S) Standard . i •1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 No O 39380 9380 ••S Uniform Loads(p11) ;._ Vert:4-7=-10,1-3=-100 . Concentrated Loads(Ib) -p.• s Vert:7=451 8=-370(F) r.�T - - .•• .eFS.� 0RkO••��. ',i,//S,�N A'E`ss Thomas A.Albanl PE No.39380 • MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 • Date: September 22,2015 --• 1 0 WARNING-Verify design parametors and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2016 BEFORE USE. Design valid for me only with Mffek connectors.fits design Is based only upon paamclers shown.and Is for an htlNdual bulking component. . App lcabelty of design parameters and proper hconporatfon of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent tracing of the overall structure Is the responsibility of the building designer.For general gukiance regcxdhg labdcotlon,quality control.storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandda,VA 22314. Tampa,FL 33610 Web 1 Truss■ FG05 Truss Type Floor Girder Qty Ply 1 Glen Layton Wm/Mather/JK Job Reference(optional) T7445308 J150142 2-1-0 Henning Building Supplies,Jacksorwflle,FL,CMHC 7.630 s Jul 9 2015 MiTek Industries,Inc. Tue Sep 22 10:47:29 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkz W i80-5Mg8rW VIt7MY04QM0B392byFCsDJmOr1Z?elb99yb61y 1 2 1 354- 3x4= Scale=1:12.6 1 24 II 2 3 III ME 1111=1..1. . 111111111PMIP■Ailld■ 4x4= 7 6 8 5 9 4 4x10= 3x6 II 0-2-2 0-7-1 1 3-0-2 1 5-6-6 i b-2-2 0-4-15 2-5-1 2-6-4 -- — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.20 Vert(LL) 0.00 5-6 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.31 Vert(TL) 0.01 5-6 >999 360 BCLL 0.0 Rep Stress!nor NO WB 0.07 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight:36 lb FT=11% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins, BOT CHORD 2x8 SP No.1 D except end verticals. WEBS 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-6:2x8 SP No.1D MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. 1 REACTIONS. (lb/size) 4=405/Mechanical,6=2834/0-9-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 1-6=-1275/0 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 with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)30 lb down at 1-9-2,30 lb ,'1 1 1 1 1 1 1,' down at 1-9-2,and 140 lb down at 4-7-0,and 140 lb down at 4-7-0 on bottom chord. The design/selection of such connection ��,,,p`PS A A��i, device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 4./$,O•.�C E N S. e.92i�, •LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 . No O 39380 •• .• Uniform Loads(plf) '* ;_- Vert:4-7=-10,1-3=-100 - Concentrated Loads(Ib) Vert:7=-1177 1=-1177 8=-60(F=-30,B=-30)9=-280(F=-140,B=-140) :-0 - •,0•E�S• - OR1O•`•�� ♦ •. "11111111•0 Thomas A.Alban'PE No.39380 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 WARN/NO-Verily daslgn parameters arM READ NOTES ON THIS ANO INCLUDED MlTEK REFERANCE PAGE MI1.7073 rev.02/16/2015 BEFORE USE. NI' Design valid for me only with Milek COM-10ctors.This design Is based only upon parameters shown,and Is for an individual building component. Applicability of design Fxrarneters turf proper Incorporation of component Is responsibility pity of lxutidtrrg designer-not tress designer.Black g shown Is for lateral support of Individual web members only. Additional temporary bracing to Inure stability during construction Is the responsibility of the MiTek. erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage.delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Afexan drki,VA 22314. Tampa.FL 33610 Job !Truss Truss Type Oty Ply Glen Layton HtrrsfMartier/JK 17445309 J150142 F006 Floor Girder 1 1 j Job Reference(optional) Manning Building Supplies.Jacksonville,FL,CMHC 7.630 s Jul 9 2015 MiTek Industries.Inc. Tue Sep 22 10:47:58 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkzW i80-Ixw6W Rsx210RMX7xDn5zjifCZY7J399ggegdgzyb6lV I 23-5 0-2 3x4_ Scale=1:12.7 I 1.5x4 I 1 3x8= 2 3 F ____ 0 i ro ... i I 4x10= 7 6 8 5 9 4 3x6 !I 3x6 11 0-2.a 0-7-1 I 3-2-7 I 5-11-0 0-2- 0-4-15 2-7.6 2-6-9 — LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (hoc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.22 Vert(LL) -0.01 5 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight:39 lb FT=11% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins, BOT CHORD 2x8 SP No.1D except end verticals. WEBS 2x4 SP No.2"Except` BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. 1-6:2x8 SP No.10 4 MiTek recommends that Stabilizers and required cross i bracing be installed during truss erection,in accordance with 1 Stabilizer Installation guide. REACTIONS. (lb/size) 4=416/Mechanical,6=1685/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-324/0 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 with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10.0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)30 lb down at 1-9-2,30 lb �� down at 1-9-2,and 140 lb down at 4-7-0,and 140 lb down at 4-7-0 on bottom chord. The design/selection of such connection ,``,,BPS A. A�ell. ,� device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). . 0 ......... .9 i� •,��,•v E NF•,•.•, ,1, LOAD CASE(S) Standard . • 0,1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 No 39380 •.___ • Uniform Loads(pit) Vert:4-7=-10,1-3=-100 Concentrated Loads(Ib) :.-fl; s f Vert:7=-1174 8=-60(F=-30,B=-30)9=-280(F=-140,13=-140) T' .','.t( . GR1Q.'�' ■sit,. N A' 0% Thomas A.Alban)PE No.39380 4 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 � f V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16,2016 BEFORE USE. Design valid for use only with Mnek connectors.This design Is based tx ed only upon xcrnoters shown.and Is for an individual building 7 common ont. � Applicability of design parameters and proper Incorporation of component Is nsporst9Iily of burin ist designer-not truss designer.Bracing shown is for lateral support of IndMdu al web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.for general guidance acting fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI l Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Sheet.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 1 Job I Truss TiU Type I Oty Ply Glen Layton Hnts/Marlier/JK T7445310 1 J150142 I FG09 FLOOR GIRDER 1 2 Job Reference(optional) Manning Binding Supplies.Jacksonville,FL.CMHC 7.630 s Jul 9 2015 MiTek Industries.Inc. Tue Sep 22 10:50:15 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzWi80-ElivgHWtn7H?Ia6Gk325mbgbLmkyf1Z.ATWN_Xyb61M I 1.9.2 I 2-0-0 Scale=1:32.5 THA422 THA422 3x5=THA422 THA422 THA422 THA422 THA422 1.5x4 I THA422 1.5x4 II THA422 THA422 THA422 THA422 THA422 3x5= 1 23 2 24 3 25 4 26 5 27 6 28 7 29 8 30 9 31 10 1•�:.�-•r'1U1�1•1�1�1 ��1�1� ur:71-Ir:�♦II� MiligralIMIteAlliklig111111.111111PiliPPPISIIIPPIIIPIPSII ►� 2 20 19 18 17 16 15 14 13 1�� 1.5x4 I I 3x5= 3x5= 1.5x4 I I 0-1(8 23-14 , 4-4-8 I 6.5-2 I 12-9-14 I 1410-8 16-11-2 I 19-1-8 19.3 0.1.8 2-2-6 2-0-10 2-0-10 6-4-12 2-0.10 2-0-10 2.2.6 0-1-8 LOADING (psi) SPACING- 1-4-0 CSI. DEFL. in (Lora) Udell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.32 Vert(LL) -0.22 16-17 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -0.41 16-17 >550 360 BCLL 0.0 Rep Stress Incr NO I WB 0.35 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight:182 lb FT=11% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 21=1238/0-3-8,12=1238/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-23=-2215/0,2-23=-2215/0,2-24=-3944/0,3-24=-3944/0,3-25=-4871/0, 4-25.4871/0,4-26=-5348/0,5-26=-5348/0,5-27.5348/0,6-27=-5348/0, 6-28=-5348/0,7-28=-5348/0,7-29=-4871/0,8-29=-4871/0,830=-3944/0, 9-30=-3944/0,9-31=-2215/0,10-31=-2215/0 BOT CHORD 19-20=0/2215,18-19=0/3944,17-18=0/4871,16-17=0/5348,15-16=0/4871, 14-15=0/3944,13-14=0/2215 WEBS 1-21=-1213/0,10-12=-1213/0,6-16=-256/0,5-17=-256/0,1-20=0/2484,2-20=-1112/0, 2-19=0/1939,3-19=-877/0,3-18=0/1040,4-18=-456/0,4-17=0/675,10-13=0/2484, 9-13.1112/0,9-14=0/1939,8-14.877/0,8-15=0/1040,7-15=-456/0,7-16=0/675 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. ��.0111111/i/� Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. ♦N��" p,S A. A�'Ii,� Webs connected as follows:2x4-1 row at 0-9-0 oc. I 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 ♦♦mss`••••\(�i E•N s`•• /21,� to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. • • �' k'*".• " 3)Unbalanced floor live loads have been considered for this design. No 39380 4)All plates are 3x4 MT20 unless otherwise indicated. - - •• 5)"Semi-rigid pitchbreaks with fixed heels°Member end fixity model was used in the analysis and design of this truss. * ;--t 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. :.ro e 7)Use Simpson Strong-Tie THA422(6-16d Girder,6-10d Truss)or equivalent spaced at 1-7-4 oc max.starting at 1-4-0 from the left • ' • „r__T' . - ••1(/i end to 17-11-0 to connect truss(es)to front face of top chord. -�e, �� (/� 8)Fill all nail holes where hanger is in contact with lumber. .� F 1 LOAD A Floor Live andalanced):Lumber Increase=1.00,Plate Increase=1.00 400 AN S'�O N A' •�?�,♦ Uniform Loads(plf) Vert:11-22=-7,1-10=-67 Thomas A.Albans PE No.39380 MWTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 Continued on page 2 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/1612015 BEFORE USE. sa vi- MI Design valid lot use only with Mflek connectors.this design Is based only upon parameters shoves.and Is for an Individual building coin{amen!. , Applicabllty of design paameters and proper Incapxxatkn of component Is responsibility of building designer.not truss designer.Bracing shown Is for lateral support of IndMdual web members only. Additional temporay tracing to Bnsue stability during construction Is the resp onsibllity of the erector. Additional permanent tracing of the overall structure is the responsibility of the building designer.to general guidance regarding M Ma k. fabrication,quality control.storage,delivery,erection and tracing.consult ANSI/1Pi1 Quality Criteria,DSB-B9 and BCSI Building Component 6904 Parke East Blvd. Safely Information avale>ble from truss Plate institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Glen Layton Hms/Marlier/JK T7445310 J150142 FG09 I FLOOR GIRDER 1 2 Job Reference(optional) Manning Building Supplies,Jacksonville.FL,CMNC 7.630 S Jul 9 2015 MiTek Industries,Inc. Tue Sep 22 10:50:15 2015 Page 2 ID:H9grk6J2oFpNrFFp2eNhhiaWi80-ElivgHWtn7H 9186Gk325mbgbLmkyflZ_ATW N_Xyb61M LOAD CASE(S) Standard Concentrated Loads(lb) Vert:6=-52(F)5=-52(F)3=-266(F=-52)8=-266(F=-52)23=-52(F)24=-52(F)25=-52(F)26=-52(F)27=-52(F)28=-52(F)29=-52(F)30=-52(F)31=-52(F) 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2016 BEFORE USE. Design valid for use only with Milek connectors.this design Is based only upon parameters shown,cud Is for an Individual building component. Applk;abllty of design parameters and proper Irncorloration of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Irecae stablity during construction Is the responsibility of the ,A'r erector. Additional permanent tracing of the overall structure Is the responsibility of the building designer.fox general guidance regarding ,Yl fabrication,cluaitty control,storage.deiNery.erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from bras Plate Institute.781 N.Lee Sheet,Suite 312 Alexandria VA 22314. Tampa.FL 33610 7�a11 Truss '.Truss Type Qty I Ply Glen Layton HmslMarlier/JK 2 77445311 J150142 FG10 Floor Girder 2 2 Job Reference(optional) Manning Building Supplies, Jacksonvile,FL 7.630 s Jul 28 2015 Musk Industries.Inc. Tue Sep 22 10:08:08 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhlaWi80-191WweKKvbXnfKpgHX4yTtgls7Sd4DS25pt9nVyb7Kr 3x4 1112 I I 1 3x4= 9 2 1.5x4 II 10 3 S THA422 THA422 Scale=1:9.6 IIIIIIII 1 wi p o e 11111■Iffam:01 3x8= ilimbilimmil .. 1 ;_I 5 7 8 4 2x4 I I 2x4 I I 1-7-0 3-2-0 I I 1-7-0 l 1-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) -0.00 5 >999 480 ! MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.14 Vert(TL) -0.01 5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight:37 lb FT=11% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=1177/0-5-8,4=871/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-6=-1014/0,3-4=-752/0,1-9=-750/0,2-9=-750/0,2-10=-750/0,3-10=-750/0 WEBS 1-5=0/901,2-5=-1372/0,3-5=0/901 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 0-4-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live toads have been considered for this design. 4)Refer to girder(s)for truss to truss connections. 10111111/p 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ,tt S 4. P 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 `NO -M A. q ., be attached to walls at their outer ends or restrained by other means. N- cr.• •E N'• ---9•-/ 7)Use Simpson Strong-Tie THA422(6-16d Girder,6-10d Truss)or equivalent spaced at 1-4-0 oc max.starting at 0-8-0 from the left end ,��,``r,••\— S'�•..�i, i� to 2-0-0 to connect truss(es)to back face of top chord. • • • 8)Fill all nail holes where hanger is in contact with lumber. No 39380 ; ' 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)91 lb up at 2-0-8,and 30 lb up at 2-4.3 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. — •; %w LOAD CASE(S)Standard _ 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 a Uniform Loads(plf) • Q .�" ��" Vert:4-6=-10,1-3=-220 '•,i �SS�• R ��• Concentrated Loads(Ib) Vert:7=91(F)8=30(F)9=-753(B)10=-753(B) ii."4/0 N P oo`, itimitto Thomas A.Alban)PE No.39380 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.02/152015 BEFORE USE. ME Design valid for use only with Milek connectors.this design Is based only upon 1 xxameters shown,and Is for an individual bulking component. Applicability of design paaaneters and proper Incorporation of component is resi sensibility of building designer-riot truss designer.Bracing shown Is for lateral support of individual web members only. AdditIoral temporary bracing to insure stability during construction Is the responsibility of the Mire k* erector. Additional permanent bracing of the overall structure k the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing.consul ANSI/TPII Quality Criteria.DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Atexaxdna,VA 22314. Tampa,FL 33610 Job Truss 1Truss Type Qty Ply Glen Layton Hnu/Marlier/JK 17445312 IJ150142 FG11 'i Floor Girder 2 1 Job Reference(optional) Manning Building Supplies,Jacksonville,FL,CMHC 7.630 s Jul 9 2015 MiTek Industries.Inc. Tue Sep 22 10:50:57 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhlaWi80-0NEnUe0Du1alL1 JLCtoxTSZkaiEhV6JAq?hcS5yb6ii 0-3-8 1 6 6 3-10-7 7 ? 1.5x4 II 1---I 1 = Scale=1:9.5 1 • • 4x7= 5 4 3 • 2x4 I I 10-2-21 0-6-5 I 4-11-5 0-2-2 0-4-3 — -- — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(TL) 0.00 4 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.13 Vert(TL) 0.01 3-4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.01 Horz(TL) -0.00 3 n/a n/a Weight:271b FT=11% BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-4:2x8 SP No.1D 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=375/0-8-8,3=146/Mechanical Max Uplift 3=-5(LC 9) Max Gray 4=382(LC 7),3=151(LC 7) FORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 5 lb uplift at joint 3. 4)"Semi-rigid pitchbreaks with fixed 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. ,``,��111 t I t��,, 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb up at 1-11-11,63 lb up `�S% -a NS A. q e, at 1-11-11,and 58 lb down and 20 lb up at 3-10-5,and 67 lb down and 17 lb up at 3-10-5 on top chord. The design/selection of `,��,O .........N S•4'6' 'e� such connection device(s)is the responsibility of others. : :•., F •• 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). No 39380 •. II LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 : :� Uniform Loads(plf) "O: /� Q Vert:3-5=-10,1-2=-100 i .� ' - :4i Concentrated Loads(Ib) ��.- �1�: � Vert:5=-200 6=127(F=63,8=63)7=31(F=12,8=20) 0��+f, " O R,O••,• ∎� • 111 8/0 Thomas A.Albanl PE No.39380 MTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.021162016 BEFORE USE. Design valid for me only with Milek connectors.Ills design Is raised only upon rxrarneters shown,and is la an hcAvkiucl brlditX1 component. . Applicability of design txrametets and proper I1corportion of component Is responsibility of balding designer•not truss designer.Bracing shown Is for lateral erector.Addles tonal permanent bracing members theoverall Additional nx:Rne Is the temporary espon still y 01 the building designerr.Fa construction general guidance regarding of the MITek• fabdcatIon,quality control,storage,delNery.erection and bracing,consult ANSI/TPIt Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Bbd. Safety information avalable from Truss Plate institute,781 N.Lee Street.Suite 312,Alexandria VA 22314. Tampa.FL 33610 r r Job I runs Truss Type `Qty Ply Glen Layton Hnns/Marler/JK T7445313 J150142 FG12 Floor Girder 2 1 Job Reference(optional) Manning Building Supplies,Jacksonville,FL.CMHC 7.630 s Jul 9 2015 MiTek Industries,Inc. Tue Sep 22 10:51:43 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzWi80-gEOABNa339NWs6gAuXdkK9TfuFybHwlxP9g14Qyb61_ 0-3-8 2-3.6 1.5x4 I I ��1 3$_ 6 Scale=1:9.6 — — qq 9 7 4x4= 5 4 pppp.411111111OPIIIII. 3 2x4 I I 10.2-2I 0-6-5 0-7-la 3-4-4 I 0.2.2 0-4-3 0.1- 2-8-6 — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) 0.00 4 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(TL) 0.00 3-4 >999 360 BCLL 0.0 Rep Stress'nor NO WB 0.00 Horz(TL) 0.00 n/a Na Weight:19 lb FT=11% BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-4 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-4:2x8 SP No.1D MiTek recommends that Stabilizers and required cross 1 bracing be installed during truss erection,in accordance with Stabilizer Installation guide. 1 REACTIONS. (lb/size) 4=333/0-8-8,3=45/Mechanical Max Uplift 3=-64(LC 3) Max Gray 4=338(LC 7),3=51(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 64 lb uplift at joint 3. 4)"Semi-rigid pitchbreaks with fixed 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. ,`,,��111111//j�'' 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb up at 1-11-11,and 63 lb ,A- �Q,S • A� l4 up at 1-11-11 on top chord. The design/selection of such connection device(s)is the responsibility of others. �� O• \ ........ .N '&.q 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). :■��•••\, �' Ns'..4/4„•• / ��• LOAD CASE(S) No 39380 S) Standard `• • 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 * ,_ �' Uniform Loads(pli) — - • Vert:3-5=-10,1-2=-100 ="b I• Concentrated Loads(lb) �, }��„' •:J.L Vert 5=-200 6=127(F=63,B=63) V./44 • •F, • 5 1,, f0 N A 0.% Thomas A.Albanl PE No.39380 MITek USA,Inc.FL Cart 6634 8904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 t 1 l -- 0 WARNING-V.Nfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE ��- Design valid for use only with Mtlek connectors.This design Is based only upon parameters shown.and Is for an individual building component. Applicablity of design parameters and proper incorpxxatton of component is responsbllty of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure siaiflty during construction Is the responsibility of the M trek' erector. Additional permanent bracing of the overall structure Is the resporuWtly of the bud general ding designer.For geral guidance regarding 6904 Parke East Bbd. Satoh,information avalable from Truss Plate Instttute.781 N.Lee Street.Suite 312 Alexandria.VA 223 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/11•11 Quality Criteria,DSB-89 and BCSI Building Component Safe14. Tampa,FL 33610 i Job }Truss Truss Type Qty Ply Glen Layton Hms/Madier/JK 77445314 J150142 IFT01 Floor 4 1 'Job Reference(optional) Manning Budding Supplies.Jacksonville,FL.CMHC 7.630 5 Jul 9 2015 MiTek Industries,Inc. Tue Sep 22 10:53:01 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkz W i80-NEjf W2 W?h7CR D5oATw10Vci 19hagYB2QLIkApvyb6gm 11.5x4 I I 21.5x4 1 Scale=1:11.5 =MEI 0 ell • • 5 4 „ 3 2x4 II 2x4 II 0-1-B0-5-0 0-6-B 1-2-15 1 0.1.80-3-80.1.8 0-8-7 LOADING(psf) SPACING- 2-0-0 I CSI. DEFL. in (toe) I/defl L/d PLATES GRIP • TCLL 40.0 Plate Grip DOL 1.00 TC 0.02 Vert(LL) 0.00 4 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.13 Vert(TL) 0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.01 Horz(TL) 0.00 3 n/a n/a Weight:7 lb FT=11% BCDL 5.0 Code FBC2010/TPI2007 (Matrix M) LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-2-15 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 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) 3=-79/Mechanical,4=552/0-5-8 Max Uplift 3=-112(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 112 lb uplift at joint 3. 4)"Semi-rigid pitchbreaks with fixed 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. ,,,,`,BPS A' Iq,,/ LOAD CASE(S) Standard �. �, 4e • 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 :.. ksZ'...,\G E N SF.'�2 • ,,,,� Uniform Loads(pit) Vert:3-5=-10,1-2=-100 . i Concentrated Loads(Ib) No 39380 Vert:5=-379 " —* ' e • .�',� O R 10. ��, 4/, 'ONALE`.0. //MMMItit��1* Thomas A.Albanl PE No.39380 Mtiek USA,Inc.FL Carl 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 • —� Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.02/16/1015 BEFORE USE. till. Design valid for tae only with Milek conrroctors.11ds design Is based only upon Lxxcxneters shown.and is for an individual bulking component. Applicability of design parameters and proper Incorporation of component Is responsibility 01 building designer-not muss designer.Prcx:ing shown erector. Additional l p>eena ennt �o the overallA Additional re bracing ei des during F construction r the responsibility r i of tb>a MiTek' fabrication.duality control.storage,delivery.erection and bracing,consult ANSI/IPI1 Quality Criteria,OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Urns Flats institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. } Tampa.FL 33610 Job Truss Truss Type I Qty Ply Glen Layton HMS/Marker/JK 17445315 J150142 FT02 F1Oor 3 1 Job Reference(optional) Manning Building Supplies,Jacksonvlle,FL,CMFIC 7.630 s Jul 9 2015 MiTek Industries,Inc. Tue Sep 22 10'53:53 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzW i80-sEtJRg9cR613S4m9W ryDcassUeJTktl4lNKwduyb6fy 2-6-7 I 1 3x4= 21.554 1 1 Scale=1:11.4 0 ap I ■ • 5 4 „ 3 2x4 I I 4x4= 41-80.5-0 I 3-2-15 ____I 0.1-8 0-3.8 2-9-15 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) 0.00 4 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.16 Vert(TL) 0.00 3-4 >999 360 BCLL 0.0 Rep Stress!nor NO WB 0.02 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight:19 lb FT=11% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 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) 4=656/0-5-8,3=112/Mechanical Max Uplift 3=-1(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1 lb uplift at joint 3. 4)"Semi-rigid pitchbreaks with fixed 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. ,.0%111111/11, LOAD CASE(S) Standard ��`�,�.PP`S A. A<B��., 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,s.��0.•.G E N S•• -7,L-,, Uniform Loads(plf) .. v F... . Vert:3-5=-10,1-2=-100 . No 39380 •: Concentrated Loads(lb) Vert:5=-454 . ' —iir 1.---0,- _T. - • ::: ��• • '' - •'. • OR1p. (-;\ Thomas A.Alban!PE No.39380 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02/1612016 BEFORE USE Design valid for use only with Hick connectors.this design Is bosod only upon paxrneters shown.and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of buHdkng designer-not tress designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding fatxicadaxt quality control,storage,delivery.erection and bracing.consult ANSI/TPit Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street,Sutie 312-Alexandrks.VA 22314. Tampa.FL 33610 Job Truss Truss Type I Qty Ply Glen Layton HmsiMarliedJK 774453161 J150142 FT02A Floor 1 1 i Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MRek Industries.Inc. Tue Sep 22 10:08:10 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkzW'80-zFQGLJLbRCnVvezDPy7QZ718iw95YE iKY7MGsNyb7Kp I— _ 2-0-15 — 1 3x4= 21.5x4 Scale=1:11.4 El 0 • •1 . • 5 =' 3 2x4 II 4x4— 1 2-9-7 -1 2-7-15 --- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdetl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) 0.00 4 "" 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 n/a rile BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight:171b FT=11% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9.7 oc puffins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 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) 4.133/0-3.8,3=130/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)"Semi-rigid pitchbreaks with fixed 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. 0"011111/fit . c A 4 ..`,,Z•. O ..........N •.'9 '. No 39380 —3 • 7: T' v: , `;•< 0R 19 C. %�' Sx � .•111,10 N A;� 0 Thomas A.Alban'PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 • Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE#411-7473 rev.02/16/2016 BEFORE USE Design valid for use only with Mile*connectors.Ihis design Is used only upon rxx meters shown.a d Is for an In div dual building cantxxent. • Applicability of design parameters and proper incortxxaifon of component Is responsiblilty or brikring designer-not truss designer.Bracing shown • is lot lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing.Consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate ketttute.181 N.Lee Street.Suite 312.Alexandrb.VA 22314. Tampa.FL 33610 i • Job Truss Truss Type lay Ply Glen Layton Hrrns/Marlier/JK 77445317 J150142 FT03 Floor I8 1 Job Reference(optional) Manning Building Supplies.Jacksorrvlle.FL.CMHC 7.630 s Jul 9 2015 MiTek Industries,Inc. Tue Sep 22 10:54:30 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkzW i80-HMcICTbgkTPp0m5HA67ucNuFmZxNVRBXpenNRFyb6iN 1 2x4 !! 2 1.5x4 I: Scale=1:9.7 ■ R• io q a.. :: gm,„„ri ..!.: .. 5 4 „ 3 2x4 11 1.5x4 I I 0.1- 0-5-0 1-4-0 0-1-B 0-3-8 I 0-11-0 i LOADING (psf) SPACING- 2-0-0 • CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.02 Vert(LL) -0.00 4 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.14 Vert(TL) 0.00 4 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight:7 l FT=11% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-0 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2`Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-4:2x8 SP No.1D MiTek recommends that Stabilizers and required cross ■ bracing be installed during truss erection,in accordance with i I Stabilizer Installation guide. REACTIONS. (lb/size) 3=-27/Mechanical,4=235/0-5-8 Max Uplift 3=-57(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 57 lb uplift at joint 3. 4)"Semi-rigid pitchbreaks with fixed 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. ,`,11111111f//I,i� LOAD CASE(S) Standard �.S` ON A. A4 ie 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,,• .•.........e•./1. S 1 •i'� • Uniform Loads(plf) ..• ,\ / • Vert:3-5=-10,1-2=-100 No 39380 •: ._ --•-• Concentrated Loads(lb) . Vert:5=-120 '0 . T' rte: �J : ��•FS.. OR10.,,�\�`. �'1 "'�ONA� 01s%% Thomas A.Alban)PE No.39380 MiTek USA,Inc.FL Cell 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 0 WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. Design valid Ica use only with Wok connectors.This design is based Only upon parameters shown,and is for an Wciivklual Lxllalng component. Applicability of design pcxcxrnoters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary tracing to insure stability during construction Is the responsibility of the MiTek' • erector. Additional permanent bracing of the overall stricture Is the responsibility of the landing designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/TPI I Quality Crtterla,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information aval cble from Truss Pate Institute,/81 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 33610 I Job 1 Truss Truss Type I Qty Ply Glen Layton Hms/Marlied JK I 17445318 I J150142 FT04 Floor !2 1 Job Reference(optional) Manning Building Supplies,Jacksonville.FL.CMHC 7.630 s Jul 9 2015 MiTek Industries.Inc. Tue Sep 22 10:55:02 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkzW i80-LW XPVQ_uBJRGEhYQ2ghOv7DhOTsl Pw_EAcX3YOyb6et 0-3-8 1-7-12 3 1.5x4 Scale=1:9.7 0 q 7 ■ 3x4= 5 4 ♦ 3 2x4 11 0-1-8 0-5.0 I 2-8-0 I 0-1- 0-3-8 2-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) 0.00 4 "" 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.18 Vert(TL) 0.01 3-4 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.01 Horz(TL) 0.00 n/a n/a BCDL 5.0 1 Code FBC2010/TPI2007 (Matrix-M) Weight:14 lb FT=11% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2"Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-4:2x8 SP No.1D MiTek recommends that Stabilizers and required cross l bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=288/0-5-8,3=86/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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 with fixed 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 `'��, 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �� I4� Uniform Loads(51-10,1-2=-100 �.`-•0'P..A•:4..9 e�'i, Concentrated Loads(Ib) `mss,`� •\G E N SF.;94j ice, Vert:5=-140 No 39380______;„ yt . ... '.:3.. Tt E • ' 'e'iit`I/• 0 N A''�,`�N� Thomas A.Albans PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 4 V WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/1612015 BEFORE USE. ■■ ■ Design valki for use only with Mflek connectors.Ws design Is used only upon parameters shown.and Is for an Individual bolding component. Applicability of design parameters drys proper Incorporation of component Is responsibility sblity of building designer-not truss designer.Bracing shown �t Is for lateral support of In dMkduol web members only. Additional temporary txacIng to Insure stability during construction Is the resfxxnsitAllty of the MiTek' erector. Additional permanent bracing of the ovoid'structure Is the responsibility of the txrild ing designer.f a general guukiance regarding 1Y1 1 fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/11,11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatory avcgable from truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 33610 I Job j Truss Truss Type I Qty Ply Glen Layton Hms/Madier/JK T7445319 J150142 FT05 Floor 12 1 Job Reference(optional) 1 Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:08:11 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkZW i80-RR_eYiMDC W vMW oYPyfef5LIJXKUjHb0Unn6pOgyb7Ko 0-3-8 i-1----1 3 —' 1-6-0 3 1.5x4 - Scale=1:9.6 -U ; , rj 4x7— 5 " 3 1.5x4 II t-111 _ .1 i 22•,-8•0 LOADING(psi) SPACING- 2-0-0 I CSI. DEFL. in (foe) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) 0.00 4 """" 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.11 Vert(TL) 0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.01 Horz(TL) 0.00 3 n/a rila BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight:11 lb FT=11% • - — LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=263/0-5-0,3=77/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)"Semi-rigid pitchbreaks with fixed 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. LOAD CASE(S)Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Vert:3 5=-l0,1-2=-100 ,1.0. 5� Lk 4, Concentrated Loads(Ib) ```O�P ;4�e ',,, Vert:5=-140 s% ,e"..* G E�N S'••,'92 . No 39380 Z-- - • T . r3 ,, FS;. 0R1O, C, Thomas A.Alban!PE No.39380 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 r, 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. I Design valid for use only with Mllak connectors.This design is bused only upon parameters shown.and Is for an Indvldud building component. Mil Is design poi anotors and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown • Is for lateral stir pxrt 01 Individual web members only. Additional temporary bracing to Verse stability dung construction Is the responsibility 01 the MiTek*erector. Additional permanent bracing of the overall struclue Is the responsibility of the LuAdng designer.For general guAdance regarding i fabrication,quality control,storage,delivery.erection and bracing.consult ANSI/IF NI Quality Criteria,OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avalabte from Truss Rate institute,781 N.Lee Street,Suite 312,Alexancliki.VA 22314. Tampa.FL 33610 Job Truss Truss Type Cry Ply 'Glen Layton HmsMMadier/JK 77445320 3150142 FT06 Floor .,12 1 Job Reference(optional) Manning Building Supplies.Jacksonville.FL.CMHC 7.630 a Jul 9 2015 MiTek Industries.Inc. Tue Sep 22 10:5521 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhlaWi80-HABavvDpj8ga0cV49106A7Vyn7LoMWk1X4eajoyb6ea 0.3.8 I-----4 1-5-4 3 1.5x4 I Scale=1:9.7 ■ R . Itiiiii... , ■ :., ::.: .. 3x4= S 4 6.,_ 3 2x4 I I 6-1-8 0-5-0 1 2-5-8 0:1.8 0-3-8 2-0-8 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udell Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) 0.00 4 •••• 480 MT20 244/190 . TCDL 10.0 Lumber DOL 1.00 BC 0.18 Vert(TL) 0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a rife BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight:13 lb FT=11% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2-Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-4:2x8 SP No.1 D MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. 1 REACTIONS. (lb/size) 3=37/Mechanical,4=244/0-5-8 Max Uplift 3=-13(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 13 lb uplift at joint 3. 4)"Semi-rigid pitchbreaks with fixed 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. ,```1 1{111t",,�,, LOAD CASE(S) Standard �•`� BPS A. AL �ii 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ``��Q '111'2.1 •G E N S k'..•• e,9 ��, Uniform Loads(plf) .••\,.. ?/ •� Vert:3-5=-7,1-2=-67 • Concentrated Loads(Ib) No 39380 *- Vert:5=•140 - :- ..•- . r • „, . ; ''''f116;1‘)./r'',./:°/.19iN.:RIA.:111-.1'°. ...4.17.\v".%‘‘%%%sss Thomas A.Albanl PE No.39380 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 1 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2016 BEFORE USE 1 Design valid for use only with Mllek connectors.Ibis design Is based only upon paameters shown.and is for on individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer.not truss designer.Bracing shown Is for lateral supped of Individual web members only. Additional temporary gracing to Insure stability curing construction is the respornti+Ality of the erector. Additional permanent bracing of the overall structure Is the responsibility of the[Aiding designer.I or general(Wary:.regrading fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,OSB489 and BCSI Building Component 6904 Parke East Blvd. Safely Information avakt)le from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandita.VA 22314. Tampa.FL 33610 ' Job Truss Truss Type Qty Ply Glen Layton Hms/MarkerlJK 1 774453211 ' ,J150142 A01 HaH Hip Girder 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 lATek Industries.Inc. Tue Sep 22 10:07:25 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkz W i80-nbCFvxOM1 N6t?j 1 ZG?ptEeOHMnZ5VheiCdzNnUyb7LW • 5.9.8 i 9-3-0 12-10-0 5-9-8 3-5-8 3-7-0 Scale=1:22.0 4x4= 1.5x4 II 3x4= 3 13 4 14 15 3.50 12 , p IMO 0� -1 s 3x4 1 k N / '9?2 Cu 1 OC Ilia • 16. MIll 16 8 3x4= 17 18 19 7 6 3x8 II 6x6= 5-9-8 12-10-0 1 5-9-8 7-0-8 Plate Offsets(X,Y)-- (1:0.3-8,Edge) _ LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.14 7-8 >999 240 ! MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.38 7-8 >392 180 I BCLL 0.0 • Rep Stress lncr NO WB 0.39 Horz(TL) 0.04 7 n/a ria BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:58 lb FT=20% • LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-11 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Lett 2x4 SP No.2 2-0-0 be installed during truss erection,in accordance with Stabilizer I Installation guide. 1 ' REACTIONS. (lb/size) 1=846/0-3-8,7=1056/Mechanical Max Horz 1=69(LC 25) Max Uplift 1=-364(LC 8),7=-486(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-483/164,2-3=-1877/831,3-13=-1774/814,4-13=-1774/814 BOT CHORD 1-16=-814/1758,8-16=-814/1758,8-17=-612/1196,17-18=-612/1196,18-19=-612/1196, 7-19=-612/1196 WEBS 3-8=-23/353,4-8=-264/684,4-7=-1418/725 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=lot mph;TCDL=4.2psi;BCDL=3.Opsf;h=25tt;B=45ft;L=24ft;eave=41t;Cat.11; `'�ti I ��, Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 ,`�� S A• .1 plate grip DOL=1.60 NS �P AL li 3)Provide adequate drainage to prevent water ponding. •��0,•�G E�l S;• e,92��, 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • ••,� O v- 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 i fit between the bottom chord and any other members. No 39380 ;__ - 6)Refer to girder(s)for truss to truss connections. '"* 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)1=36C 7=486. -0: `• 8)'Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. • T A • 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)267 lb down and 307 lb up at 5-9 j �' •(V 96 lb down and 101 lb up at 8.0.6,and 96 lb down and 101 lb up at 10-0-6,and 96 lb down and 101 lb up at 12-0.6 on top chord,and i�• •,�`� O•••, ∎. - ■ 178 lb down and 104 lb up at 5-7-6,238 lb down and 132 lb up at 5-11-10,62 lb down and 25 lb up at 8-0-6,and 62 lb down and 25 lb i4,� ••,• O R 1 G • up at 10-0-6,and 62 lb down and 25 lb up at 12-0-6 on bottom chord. The design/selection of such connection device(s)is the /,ss� • ••••G N �� responsibility of others. �/��I�N A;�� 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Thomas A.Albans PE No.39380 LOAD CASE(S) Standard MiTek USA,Inc.FL Cart 6634 • 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 1 Q WARNING••Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 6111.7473 rev.02/162015 BEFORE USE. NH. I Des gn valki for use only with Mnek connectors.His design Is bused only upon p<ra titers shown,and is for an Indvlduxl brides()component. I Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown I Is for lateral support of individual web members only.Additional temporary bracing to Insure stability<luing construction Is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing.conalt ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Trues Plate institute 781 N.Lee Street.Suite 312.Aloxaxxlrku.VA 22314. Tampa.FL 33610 'Job Truss Truss Type I Qty !Ply I Glen Layton Hms/Madier/JK 17445321 J150142 A01 Halt Hip Girder 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul28 2015 MiTek Industries,Inc. Tue Sep 22 10:07:25 2015 Page 2 ID:H9grk6J2oFpNrFFp2eNhhkz W i80-nbCFvxoM1 N6t?j 1 ZG?ptEeOHMnZ5VheiCdzNnUyb7LW LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-3=-54,3-5=-54,6-9=-20 Concentrated Loads(lb) Vert:3=-136(F)8=-238(F)13=-85(F)14=-85(F)15=-85(F)16=-178(F)17=-53(F)18=-53(F)19=-53(F) r 1 V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Md-7473 rev.02/1612016 BEFORE USE. • Design valid for use only with Milek connectors.This design is based only upon parameters shown-and Is for an individual bidding component. Appthcbllly of design parameters and proper Incorporation of component B responsibility of balding designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Adallond temporcry bracing to Insure stability dining construction Is the responsibility of the M iTe k' erector. Additional permanent bracing of the overall shucture Is the responsibility of the balding designer.For general guidance regarding fabrication,qucltly control,storage.delivery,erection and bracing,consult ANSIIfP11 Quality Criteria.D5B-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallon available from truss Plate hstfute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job ITruss Truss Type Oty Ply Glen Layton Hms/Marker/JK T7445322 .J150142 A02 Hatt HQ 1 1 Job Reference(optional) I Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:07:26 2015 Page 1 ID:H9grk6J20FpNrFFp2eNhhkzWi80-Fnme6Gp_ohEkdtcmgiK6mrwWyB06EBysRHiwJxyb7LV 7-9-8 12-8-8 12,1Q-0 i 79-8 4-11-0 0-1-8 Scale=1:22.1 5x5= 3x4= 3 14 15 4 3.50 FIT 4 0 1 13 a a 12 3x4 Q 2 N 1 On a :I to W 7 3x4= 6 5 , 3x6 11 1.5x4 I 7-9-8 12-8.8 12110-0 7-9-8 I 4-11-0 0-1-8 Plate Offsets(X,Y)-- 11:0-2-8,0-1-151 -. LOADING(psi) I SPACING- 2-0-0 CSI. DEFL. in (loc) Udell lid PLATES GRIP TCLL 20.0 I Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.09 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.20 7-10 >741 180 BCLL 0.0 • ■ Rep Stress Incr YES WB 0.20 Horz(TL) 0.04 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:56 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-10-1 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 SP No.2 2-0-0 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=465/0-3-8,6=470/Mechanical Max Horz 1=93(LC 12) Max Uplift 1=-163(LC 8),6=-224(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-468/0,2-12=-650/322,12-13=-642/323,3-13=-631/333,3-14=-596/361, 14.15=-596/361,4-15=-596/361 BOT CHORD 1-7=-426/606 WEBS 4-6=-448/304,4-7=417/690 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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4lt Cat.II; �� k ��,' Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0.0 to 3-0-0,Interior(1)3-0.0 to 7-9-8,Exterior(2)7-9-8 to 12-0.7 ,��. S A, l�� zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; ``% *AP 0146 ij, • Lumber DOL=1.60 plate grip DOL=1.60 'T ' 3)Provide adequate drainage to prevent water ponding. ��,'. •. �, C'E•N`SF•'•• / °0• 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 willZ No O 39380 ••e:-__. 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 100 lb uplift at joint(s)except(jt=lb)1=16=.13• •- 6=224. • • '•8)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. _ TA �� :e '.,��SS< 0R10.*�� • Thomas A.Albans PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 0 WARNING-Vaulty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16J2016 BEFORE USE. ••• Design valid for rue only with MTek connectors.This design is based only upon parameters shown.and Is for an individual building component. ' 1111 Applicability of design Trlarreters<Ed proper Incorrxxatton of component k responsibility of b lkfin g designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent tracing of the overall structure Is the responsibility of the holding designer.For general guidance regarding fabdcatbn quality control,storage,delivery,erection and txackng,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. : Safety Infomtatlon<rvalable from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tanga.FL 33610 Job' , Truss Truss Type II Qty i Pty 1 Glen Layton Hms/Marlier/JK ' 77445323 J150142 A03 Hall Hip Girder I 1 1 i .Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:0727 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhiaWi80-k_KOJcgcZ?MbFIAyNOrLJ3TkRbNMzaQ?fxSUrNyb7LU I 3-5-8 612 I 12-5-4 13-2-0 I 45-0 0.8.12 Scale=1:22.7 NAILED NAILED 350 12 4x4= 3x8= NAILED NAILED 1.5x4 I I 2x4 II NAILED 3 15 16 4 17 18 5 6 3x2 f 111 • I fl n n•i �gi n 1 a • fl fl fly lflF n � 1 19 10 20 21 B 22 23 = 7 ■ H JII NAILED 1.5x4 II NAILED NAILED �, NAILED 3x4= 1.5x4 I I 3x6 II NAILED 3x4= •8-Q13-2-0 3-5.8 I I i 5-0 012.14 04-0 I Plate Offsets(X,Y)-- [1:0-2-8,0-1-151 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.07 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.13 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.50 Horz(TL) 0.03 8 rVa n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:62 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-7 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-1 oc bracing. SLIDER Left 2x4 SP No.2 2-0-0 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=610/0-5-8,8=711/0-5-8 Max Horz 1=65(LC 20) Max Uplift)_280(LC 4),8=-355(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-415/181,2-3=-1247/614,3-15=-1188/596,15-16=-1188/596,4-16=-1188/596 BOT CHORD 1-19=-596/1170,10-19=-596/1170,10-20=-690/1379,20-21=-690/1379,9-21=-690/1379, 9-22.690/1379,22-23=-690/1379,8-23=-690/1379 • WEBS 4-8=-1371/675 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=2411;eave=4ft;Cat.II; ,, 111111111 Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 ,�� '•�� • plate grip DOL=1.60 ��•�p0 A' ;4l a�. 2)Provide adequate drainage to prevent water ponding. •N (,"E N 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads- � : \,� SF�'Q2j��i 4) This truss has been designed for a live load of 20.0 psf 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. No 39380 •.. 1. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=28tr -* ;-.._f^ 8=355. - 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. • .- : j 7)"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- ;'- r, • . 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)257 lb down and 246 lb up at 3-5• " • on top chord,and 55 lb down and 62 lb up at 3-7-10 on bottom chord. The design/selection of such connection device(s)is the i� .1\ al; Job Truss Truss Type 'Qty !Ply Glen Layton HmslMarlier/JK T7445323 J150142 A03 Hall Hip Girder 11 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.630 s Jul 28 2015 MTek Industries.Inc. Tue Sep 22 10:07:27 2015 Page 2 ID:H9grk6J2oFpNrFFp2eNhhkzWi80-k_KOJcgcZ?MbF1AyNQrLJ3TkRbNMzaQ?IXSUrNyb7LU LOAD CASE(S) Standard Concentrated Loads(lb) Vert.3_60(B)10=-45(B)5=-28(B)15=-28(B)16=-28(B)17=-28(B)18=-28(B)19=-18(B)20=-24(B)21=-24(B)22=24(B)23=-24(B) Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/I62016 BEFORE USE. Design vdkJ for use only with M(Iek connectors,ihls dosign Is based only u{xm es ameters sho n.aid Is Ins an InclNdual bceclnG component. Appllcabllty o1 design paameters and proper tucorporatlon of component Is responslbllity of txildlrrU designer not truss designer.&olclrlg shown Is for lateral support of Individual web members oNy. Additional temporary bracing to Insure stability during construction Is the responsibility of the M iTe k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding ktrdcation,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from truss Plate institute.781 N.Lee Street.Suite 312.Alexandrks,VA 22314. Tampa.FL 33610 Job Truss 'Truss Type I Qty II Ply Glen Layton Hms/Marlier/JK 77445324 J150142 A04 Hatt Hp 1 1 Job Reference(optional) Manning Building Supplies. Jacksonvile.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:07:27 2015 Page 1 9 9 ID:H9grk6J2oFpNrFFp2eNhhkZWi80-k_KOJcgcZ?MbF1AyNQrLJ3ThCbOKzck?fxSUrNyb7LU 5-5-8 I 13.2-0 I 5-5-8 7-8-8 Scale=1:22.6 4x4= 5x5= 3x4 I I 3.50 FE 3 15 16 4 5 14 3x4 2 13 qq1 r 6 e e ■ B3x4= ■ 7 3x4 11 3x5 I 3x6 II 1 5-5-8 I 12-8-0 .13-2-01 5-5.8 7-2-8 '0.6.0 Plate Offsets(X,Y)-- 11:0-1-8.0-1-15] LOADING(psf) ■ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.05 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.15 7-8 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.36 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 1 Code FBC2010/TPI2007 (Matrix-M) Weight:60 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-4-1 oc bracing. SLIDER Left 2x4 SP No.2 2-0-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=459/0-5-8,7=504/0-5-8 Max Horz 1=94(LC 11) Max Uplift 1=-185(LC 8),7=-262(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-13=-314/128,2-13=-292/129,2-14=-807/439,3-14=-802/445,3-15=-765/445, 15-16=-765/445,4-16=-765/445 BOT CHORD 1-8=-484/770 WEBS 4-7=-578/523,4-8=-411/684 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cal.11; `,ti ��, Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 5-5-8,Exterior(2)5-5-8 to 9-8-7 �� I,� zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown; %%•O�P.S A.• AFB t,,', Lumber DOL=1.60 plate grip DOL=1.60 ,.��.r (,•ENS•••'9 �, 2)Provide adequate drainage to prevent water ponding. .'��,\ F�'•?/ i 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.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wills • No 393.80 fit between the bottom chord and any other members. * • ' 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=18C •/ 7=262. -0 / • s 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. T -, • /: Thomas A.Albanl PE No.39380 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 ' o WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mnek connectors.Inds design is based only upon fxza motors shown.and Is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown • Is for lateral support of Individual web members only. Additional temporary tracing to Inure stability during construction Is one responsibility of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.tor general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.ng.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available ble(torn Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa.FL 33610 Job Truss Truss Type I Oty I Ply !Glen Layton Hms/Marter/JK 17445325 , J150142 A05 Halt Hip ' 1 ! 1 I Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10.07:28 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhlaWi80-CAuOXyrFKIUSsB18x7MasG0tO?iJi5191 BlOpyb7LT 7-5.8 I 13-2-0 7-5-8 5-8-8 Scale=1:23.2 5x5= 3x4= 1.5x4 II 3 14 15 4 5 3.501712- .50 12 I isi L• I El 13 3x4 2 1 6 n _ o I ►_• 8 3x4= / 6 7 1.5x4 II 3x6 II 2x5 I! 7-8-8 12.8.0 I 113-2-0I 7-5-8 5-2-8 0-6-0 Plate Offsets(X,Y)-- (1:0-2-8,0-1-151 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.07 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.17 8-11 >894 180 BCLL 0.0 • Rep Stress lncr YES WB 0.21 Horz(TL) 0.03 1 n/a rVa BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:61 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-7 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-4-1 oc bracing. SLIDER Left 2x4 SP No.2 2-0-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer j Installation quide. REACTIONS. (lb/size) 1=459/0-5-8,7=504/0-5-8 Max Horz 1=123(LC 11) Max Uplift 1=-170(LC 8),7=-242(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-448/0,2-13=-657/333,3-13=-640/344,3-14=-606/356,14-15=-606/356, 4-15=-606/356 BOT CHORD 1-8=-466/614 WEBS 4-8=-416/665,4-7=-541/437 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25f1;B=45ft;L=24ft;eave=4it Cat.II; 0111111f/1, Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 7-5.8,Exterior(2)7-5-8 to 11-8-7 %%1l. .41 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown; ``0 tAr� A• Al/ ii,�•Lumber DOL=1.60 plate grip DOL=1.60 �� O G E N q �, 2)Provide adequate drainage to prevent water ponding. .` '� \,� SF�•.?/ •ice 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 willer • No 39380 •■ - fit between the bottom chord and any other members. • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=17f= 7=242. -0 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. T _. • . i Thomas A.Alban'PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.02/16/2016 BEFORE USE. MN Design valid for use only with Wok connectors.This design Is based only upon parameters shown,and Is kr an individual bulking cormxxnent. Applic.ablity of design p aumeters and proper Incorporation of component is responsibility of building designer-not truss designer.firming shown Is for lateral support of IrndNkival web members oNy. Additional temporary tracing to tune slabIlty during construction Is the responsibility of the MiTek" ercx;b structure Addlioral permanent tracing of the overall struc re Is the responsibility of the NAM()designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdable from truss Plate tnuleute.781 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 • Job Truss Truss Type Qty I Ply Glen Layton HmslMarlier/JK T7445326 IJ150142 B01 I Hai Hp Supported II 1 I Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 22 10:07:29 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkzW i80-gM RmkIrt5cdJULKKVrupOUY39P8ARac I7FxbwGyb7LS 4.5.8 I 5-5-10 i 6.5.8 7-4-0 i 8-5-8 4-5-8 1-0-2 0-11-14 0-10-8 1-1.8 Scale=1:16.5 1.5x4 II 5 I 4x4 4.00 12 2x4 II 3x6 II 1.5x4 II 3 -NJ 7 N- 2 �. - r , . 13 . 12 N _ 2x4 II 0 o c i 1 ---- -- _.-___._.. - .. :ie _ _ :•:•:❖:❖:'••:::;x;:❖:•:•::•:•:•:❖:•::•::❖:•:•:•::::::❖:❖:•:::':❖:❖:•:•:::::❖:❖:;:;:;:;:;x;:•:•:•:•::::•::❖:❖:•:❖:•:;x;:;::::❖::....❖:::❖.....:::• - 11 10 9 8 2x4% 1.5x4 I 1.5x4 :I 1.5x4 I 3x6 1 4-5-8 I 5-5-10 6-5-8 I 8-5-8 4-5-8 1-0-2 0-11-14 2-0-0 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) n/a - rVa 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.08 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:36 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlin, except 1-5:2x4 SP No.2 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 8-5-8. (Ib)- Max Horz 1=87(LC 9) Max Uplift All uplift 100 lb or less at joint(s)1,9 except 8=-110(LC 8),10=-179(LC 19),11=-131(LC 12) Max Gray All reactions 250 lb or less at joint(s)1,10 except 8=899(LC 19),11=309(LC 1),9=615(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 7-8=-912/518 WEBS 2-11=-221/426,4-9=-596/371 • • NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsh h=25ft;B=45it;L=24ft;eave=2ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)0-10-9 to 3-10.9,Exterior(2)3-10-9 to 8-3-12 zone;cantilever lett and ��111111//ii right exposed d;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate `,,,B PS A. q�ii. '' 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 ,�,, 0•• .......•.8-92•■ Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ■ A •••\, G SF•••• % 1. 4)Provide adequate drainage to prevent water ponding. • 5)Gable requires continuous bottom chord bearing. NO 39380 •*. 6)Gable studs spaced at 2-0-0 oc. * • 7)This truss has been designed for a 10.0 psi 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 wil=.0 / • . • tit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,9 except(jt=lb) T 1� 8=110,10=179,11=131. 0•• 4, '' �� 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used In the analysis and design of this truss. ie'�•••% O R 1 0•••G ,�� • 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. iiis�•••••••••� - `•% • 12)7-9-12 ron)tor chord. The design/selection( oil suchroconnectiofnldevice(s)Us the responsibility c concentrated of others.287 lb down and 654 lb up at .,,.,0 ii Ai 1.to P Thomas A.Alban)PE No.39380 LOAD CASE(S)Standard MITek USA,Inc.FL Cert 6634 • 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 f WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE t AGE MII.7473 rev.02/162015 BEFORE USE. u Dosl{1n valid for use only with Mltek connectors.This design Is based only upon parameters shown.and Is for on kKAvkirral building component. Applicability of design parameters and proper incorporation of component Is resfx,nslb4tlty of balding designer-not truss designer.Bracing shown I is for lateral support of individual web members only. Addllkmal temporary tracing to Inure stability during construction is the responsibility of the • Nll. erector. Additional permanent bracing of the overall structure is the responsibility or the building designer.for general guidance regarding 1 MiTek to bricalton,quality control,storage,delivery.erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intonation available from Truss Plate Institute,781 N.Lee Street,Suite 317.Alcoa aki.VA 22314. Tampa.FL 33610 Job Truss Truss Type I Qty !Ply !Glen Layton Hms/Marlier/JK 77445326 J150142 601 (Half Hi Supported 1 1 (( 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:07:29 2015 Page 2 ID:H9grk6J2oFpNrFFp2eNhhkzW i80-gMRmkIrtScdJULKKVrupOUY39P8ARacI7FxbWGyb7LS LOAD CASE(S) Standard Uniform Loads(plf) Vert:6-7=-54,1-8=-20,1-3=-54,3-5=-54 Concentrated Loads(lb) • Vert:12=-1075 • • • • 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7473 rev.02/162015 BEFORE USE. Design valid for use only with Mflek connectors.this design Is trued only upon parameters strewn,and Is for an hcilvkitxi tacking component.. Applicability of design p ra eters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown • Is for lateral supped of Individual web members only. Additional temporary bracing to Insure stabilty during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsblllfy of the building designer.for general guidance regarding fabrication,quality control,storage,delivery.erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalleble from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria,VA 22314. Tanga.FL 33610 Job I Truss Truss Type Qty I Ply 1 Glen Layton Hms/Marlier/JK 774453271 J150142 B02 Half Hip 3 1 I i I Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:07:29 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkz W i80-gMRmklrt5cdlULKKVrupOUY6OP8eRadl7FxbwGyb7LS 2-10-8 5-7-5 7-4-0 I 8-5-8 2-10-8 2-8-13 1-8-11 1-1-8 1.5x4 I I Scale=1:21.4 5 4.00 12 r 4x4 3x8= 3x8 II 3 4 7 3x4% 101,11 . r a 2 ∎ j I rrrr--^^�� zx4 II 9 1 _OS F.-1 0 cO j 103x4= 9 X 1.5x4 II 8 3x5 I I 6x8= I 2-10.8 1 3-4-5 I 5.7.5 8-5-8 2-10-8 0-5-13 2-2-15 2-10-3 Plate Offsets(X,Y)-- [1:0-1-8,0.1-131 LOADING(psf) SPACING- 2 0 0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.23 Vert(LL) -0.01 10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.02 9-10 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.07 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 I Code FBC2010/TPI2007 (Matrix-M) Weight:54 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 3-7:2x6 SP No.1 D end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-8-9 oc bracing. WEBS 2x4 SP No.2'Except' MiTek recommends that Stabilizers and required cross bracing 7-8:2x8 SP No.1D be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x4 SP No.2 2-0-0 ; Installation guide. REACTIONS. (lb/size) 1=323/0-3.8,8=786/0-5-8 Max Horz 1=96(LC 9) Max Uplift/=83(LC 12) Max Grav1=323(LC 1),8=787(LC 19) FORCES. (Ib)-Max.Comp-/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-488/231,3.4=-480/326,7-8=-549/0 BOT CHORD 1-10=-366/479,9-10=-243/452,8-9=-243/452 WEBS 4-8=-506/250 NOTES- 1)Unbalanced roof live loads have been considered for this design. `..011111.,/,,, 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25tt;B=45ft;L=2411;eave=411;Cat.II; �N```A1).,0 A• Ai��i,, Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-2-9,Interior(1)3-2-9 to 7-2-4,Exterior(2)7-2-4 to 8-1-14 ♦ 0 B,9 e,� zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;,��kNe •• \C E IV S'�:•.•2/ 0� Lumber DOL=1.60 plate grip DOL=1.60 • 3)Provide adequate drainage to prevent water ponding. No 39380 •�.__ _ 4)This truss has been designed for a 10.0 psi 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 wiIC fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1. 'O ' ' 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. i �'. ' T' � 8)Graphical urlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard �, s• •O R ,' � �, 1) Uniform fdrmRoof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 i,�/,S�O(� i l ``��`` Vert:1-3=-54,3-5=-54,6-7=-54,8-11=-20 Thomas A.Alban)PE No.39380 Concentrated Loads(Ib) Vert:15=-505 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 4 0 WARNING-trinity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02116/2015 BEFORE USE. ■ Mk Design valid lot use only with Weir connectors.this design Is based only upon parameters shown-and Is nor an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer•not truss designer.Bracing shown Is for lateral support of individual web members only. Addllional temporary bracing to Insure stability during construction Is the responsibility of the MiTek* erector. Additional permanent bracing of the overall structure Is the responsibility of the bulking designer.For general guidance regarding fabrication,quality control,storage,detteery,erection and racing,consult ANSI/TPII Quality Crnerla,DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safely Information avalabte from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria VA 22314. Tampa.FL 33610 - - Job Truss Truss Type arty Ply I Glen Layton Hms/Marlier/JK 77445328 J150142 BO2A HALF HIP 1 3!Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.630 s Jul 28 2015 MTek Industries,Inc. Tue Sep 22 10:07:30 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzWi80-8Y?ByesVswA6UvX3YP2xh5GZoUCA2ASLvg8Siyb7LR I 2-10-8 I 5-7-5 7-4-0 I 8-5-8 2-10-8 2-8-13 1-8-11 1-1-8 1.5x4 I Scale=1:21.4 5 4.00 12 r 4x4 i 3x8= 3x8 II 3 4 7 et 3x4% 10 L cc 2 w 1� 'i _ 0 i�r '- i'' 2x4 I1 _ o 1 9 u a 103x4= 9 ;�, 1.5x4 I I 8 3x5 I 6x8 2-10-8 13.4-5 I 5-7-5 8-5-8 2-10-8 0-5-13 2-2-15 2-10-3 Plate Offsets(X,Y)-- (1:0-1-8.0-1-13] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.01 10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.01 9-10 >999 180 BCLL 0.0 * Rep Stress lncr NO WB 0.06 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:161 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 3-7:2x6 SP No.1D end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.2*Except* 7-8:2x8 SP No.1D SLIDER Left 2x4 SP No.2 2-0-0 REACTIONS. (lb/size) 1=432/0-3.8,8=3276/0-5-8 Max Horz 1=96(LC 9) Max Uplift/=-123(LC 8),8=-1246(LC 8) Max Gray 1=432(LC 1),8=3757(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-389/229,2-3=-749/417,3-4=-706/502,7-8=-3172/1694 BOT CHORD 1-10=-538/713,9-10=-677/1100,8-9=-677/1100 WEBS 4-10=-448/165,4-8=-12241736 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: ``��k L ��II Top chords connected as follows:2x4-1 row at 1-0-0 oc,2x6-2 rows staggered at 1-0-0 oc,2x8-2 rows staggered at 1-0.0 oc. .0 op.S A, A4 -,, Bottom chords connected as follows:2x4-1 row at 1-0-0 0G. %% '64 e• Webs connected as follows:2x4-1 row at 1-0-0 oc. `,�k . '�\C•E IV`S�`•'.2, •,.•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 p1 connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. No 39.380 •;_ - _... 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45tt;L=24tt;eave=4ft;Cat.a Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 3-2-9,Interior(1)3-2-9 to 7-2-4,Exterior(2)7-2-4 to 8-1-1 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shows • • f Lumber DOL=1.60 plate grip DOL=1.60 - ,r 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0,:-* 0 R �•'*• � , 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 �i, u-- ........ �G%• fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of u to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=123, i��b11/11111111111 N A �� 8=1246. Thomas A.Alban)PE No-39380 9)"Semi-rigid pitchbreaks with fixed 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. MiTek USA Inc.FL Cart 6634 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)3644 lb down and 1858 lb up at 6904 Perko East Blvd.Tampa FL 33610 7-9-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. Date: September 22,2015 A Alin PACCICI G:Lcnr4.”4 ► Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev-02/16/201S BEFORE USE. fee Design vdki for use only with Milck connectors.This design Is bused only upon parameters shown,and Is fa an kxAvduxl txlcii g component. Appilcablly of design parameters and proper Incorporation of component k responsibility of bulking designer-not truss designer.Bracing shown Is for lateral support of IndMdual web memtxrs only. Addlfi n l temporary bracing to insure stability during construction Is the responsibility of the MiTek- erector. Additional permanent bracing of the overall structure is the responsibility of the/adding designer.For general guidance regadkg fabrCatlon.quality control.storage,delivery,erection and tracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute./81 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 • Job Truss Truss Type Oty Ply Glen Layton Hms/Marlier/JK 17445328 •J150142 B02A HALF HIP 1 • 3 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.630 s Jul 28 2015 MiTek Industries.Inc Tue Sep 22 10:07:30 2015 Page 2 ID:H9grk6J2oFpNrFFp2eNhhlaWi80-8Y?8yesVswlA6UVX3YP2xh5G20UCA2ASLvgBSiyb7LR LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=-54,3-5=-54,6-7=-54,8-11=-20 Concentrated Loads(lb) Vert:15=-3105 • • • • • • • • • • • • • V WARNING-Welty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.0211612016 BEFORE USE. 16. Design valid for use oNy with Mltek connectors.this design Is txaed only upon parameters shown,and Is for an individual balding component. Applicability of design pxrameters card proper hcap oratkxt of component Is responsibility of building designer-rot truss designer.Bracing shown • is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent tracing of the overall structure Is the responsibility of the building designer.I or general guidance uu{ vdhg fabdcation,quality control,storage.delivery.erection and bracing,Consult ANSI/iPl I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate InstItute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 [Job I Truss Truss Type Qty Ply Glen Layton Hms/Marlier/JK 17445329 ■ :J150142 16028 HALF HIP 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:07:31 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhlaW i80-cIZX9_t7dDt 1jeUjcGwHTveS7CgDvVPbaZQh_8yb7LQ 2.10.8 I 5-7-5 7-4-0 I 8-5-8 2-10-8 2-8-13 1-8-11 1-1-8 1.5x4 I I Scale=1:21.4 5 4.00 12 r 4x4 3x8= 3x8 II 3 4 7 3x4 I 2 15 1 2x4 II o 1 ••• ef El • - 103x4= 9 1.5x4 II 8 3x5 I 6x8= 2-10-8 13-4-5 5-7-5 8-5-8 2-10-8 0-5-13- 2-2-15 2-10-3 Plate Offsets(X,Y)-- 11:0-1-8,0-1-131 LOADING(psf) I SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.01 10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.01 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO • WB 0.06 Horz(TL) 0.01 8 n/a ri/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:107 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 3-7:2x6 SP No.1 D end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2'Except` 7-8:2x8 SP No.1D SLIDER Left 2x4 SP No.2 2-0-0 REACTIONS. (lb/size) 1=369/0-3-8,8=1839/0-5-8 Max Horz 1=96(LC 9) Max Upliftl=-99(LC 12),8=-485(LC 8) Max Gray 1=369(LC 1),8=2043(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-308/174,2-3=-589/310,3-4=-576/401,7-8=-1659/714 BOT CHORD 1-10=-439/572,9-10=-427/714,8-9=-427/714 WEBS 4-8=-791/455 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: ,�0°111111p ,i� Top chords connected as follows:2x4-1 row at 1-0-0 oc,2x6.2 rows staggered at 1-0-0 oc,2x8-2 rows staggered at 1-0-0 oc. ,�� .3.4„S A. q 1,j Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. �∎N ` Webs connected as follows:2x4-1 row at 1-0-0 oc. ��.<\ ••\G•E N S• eTlj°.1. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)lace in the LOAD CASE(S)section.Ply to plies �' �•••• • connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. No 39380 %___!: 3)Unbalanced root live loads have been considered for this design. *- 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ff;eave=oft;Cat. Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-2-9,Interior(1)3-2-9 to 7-2-4,Exterior(2)7-2-4 to 8-1-1 ,� zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions showe"O ' • it Lumber DOL=1.60 plate grip DOL=1.60 -, el,• � 5)Provide adequate drainage to prevent water ponding. - ' ....-,....4.---.11/- ` �1 �•• 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. #0 ‘..N....`•0 R \�,•.• \,s• 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 le ....• .V.•-% %s between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) ,��h g,11 Al •�� 8=485. Thomas A.Alban'PE No.39380 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Thomas USA,Inc.FL PE Cert 6634 PAITek 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 6904 Parke East Blvd.Tampa FL 33610 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1855 lb down and 699 lb up at 7-9-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. Date: September 22,2015 A(]en t CF/C1 Ctorvlorrt 1 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02./16/2015 BEFORE USE I Design valid for use only with Mllak connectors.this design Is based only upon paernetors shown,and is ksr an individual building component. Applicability of design parameters and proper incorporation n of component Is responsibility or building designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent tracing of the overall structure Is the responsibility at the butding designer.For general guidance regarding fabrication quality control,storage,delbery-erection and tracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. ' Safety Information avalable trorn Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria-VA 22314. Tampa.FL 33610 1 Job Truss Truss Type Qty Ply Glen Layton Hms/Madier/JK 77445329 J150142 8028 HALF HIP 1 2 Job Reference(optional) Manning Building Supphes, Jacksonville,FL 7.630 s Jul 28 2015 M7ek Industries.Inc.Tue Sep 22 10:07:31 2015 Page 2 ID:H9ork6J2oFpNrFFp2eNhhkzW i80-cIZX9._t7dDtljeUjcGwHTveS7CoDvVPbaZQh_8yb7LQ LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-5=-54,6-7=-54,8-11=-20 Concentrated Loads(lb) • Vert:15=-1605 • • • • • • • • • • • • • ■ • 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1.7473 rev.02/16/2016 BEFORE USE. Design valid for LAO only with MIIek connectors.1t11s design Is based only upon parameters shown,and Is for an individual building component. Applicability of design parameters and proper hcorporatksn of component Is responsibility of b uldkig designer-not truss designer.Bracing shown Is for lateral supped of tndtvldual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllty of the MiTek• erector. Additional permanent tracing of the overall structure Is the responsibility of the building designer.101 general guidance regarding 1 fabrication quality control,storage.delivery-erection and bracing,consult ANSI/TPI1 Quality Cdterla,DSB-89 and BCSI Building Component 6904 Parke East Bled. Safely Information available from truss Plate Iruttlufe.781 N.Lee Sheet Suite 312.Alexandria.VA 72314. Tampa.FL 33610 • Job Truss Truss Type Qty Ply Glen Layton HmsJMarlier/JK 1 T7445330 J150142 803 HALF HIP 1 1 3 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MrTek Industries.Inc. Tue Sep 22 10:07:31 2015 Page 1 • I D:H9grk6J2oFpNrFFp2eNhhkz W i80-cIZX9._t7dDtijeUjcGwHTveOvCoMvSmbaZQh_8yb7LQ 6.0.0 .6.5-12 8-5-8 6-0-0 '0-5-12, 1-11-12 Scale=1:19.2 1.5x4 II 4 4.00 1712 4x4% • 2x4 II 4x10= 3 0 5 3x4= 6 3x4% r ■ 0. 2 r - „ 1 9 3x4= 8 3x4= 7 3x5 1 3x6 I I • • 3-4-5 I 6-5-12 I 8-5-8 3-4-5 3-1-7 1-11-12 Plate Offsets(X,Y)-- (1:0-1-8,0-1-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(TL) -0.01 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 ! BC 0.24 Vert(TL) -0.03 8-9 >999 180 BCLL 0.0 * Rep Stress Ina NO WB 0.23 Horz(TL) 0.01 7 n/a rt/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:153 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 3-6:2x6 SP No.1D end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . WEBS 2x4 SP No.2*Except* 6-7:2x8 SP No.1D • SLIDER Left 2x4 SP No.2 2-0-0 REACTIONS. (lb/size) 1=717/0-3.8,7=4377/0-5-8 Max Horz 1=83(LC 5) Max Uplifll=-208(LC 4),7=-1720(LC 4) Max Gray 1=749(LC 15),7=5065(LC 15) FORCES. (lb)-Max.Comp-/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-657/190,2-3=-1464/411,3-5=-1316/408,5-14=-2686/802,6-14=-2686/802, 6-7=-5012/1709 BOT CHORD 1.9=-402/1368,8-9=-784/2702 WEBS 3-9=-123/541,6-8=-992/3400,5-8.2072/640,5-9=-1435/410 NOTES- ` %111111ifs,. 1)3-ply truss to be connected together with 10d(0.131'x3")nails as follows: �0%�p,S A. A "tit Top chords connected as follows:2x4-1 row at 1-0-0 oc,2x6-2 rows staggered at 1-0-0 oc,2x8-2 rows staggered at 1-0-0 oc. �� Q �e,9 fie, Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. `,s% \W„.•,G E Ns''••,�ji. i.. ■ Webs connected as follows:2x4-1 row at 1-0-0 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 pl=? No 39380 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=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=2511;B=45ft;L=2411;eave=4ft;Cat.;1 Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever lett and right exposed;end vertical lett and right exposed;Lumber DOL=1.Lr)' • •plate grip DOL=1.60 •f T �� ? 5)Provide adequate drainage to prevent water ponding. ��,�':yt' '�1 �� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. G R 0 \ �� 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will . s.. •••.•..•• ��G:� 8)fit Provide mechanical connection(by any of members. russ to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=208, ,��t• A �� 7=1720. Thomas A.Alban)PE No.39380 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Mfiek USA,Inc. PE Cod N 6634 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 6904 Parke East Blvd.Tampa FL 33610 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)4765 lb down and 2117 lb up at 7-5-8,and 119 lb down and 53 lb up at 6-3-0 on top chord. The design/selection of such connection device(s)is the responsibility of Date; others. September 22,2015 � 1 ��rg Q paramafers and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII.7473 rat,.02/16/2015 BEFORE USE. id. I Design valid for use only with Mflek connectors.This design Is based only upon pxxxnotors shown.and Is for an Individual building cantxwiorrt. Applicability of design parameters and proper Incorporation of component Is rest,nsIbHity of Wilding designer-not truss designer.Buying shown Is for lateral support t of WidM,ual web members only. Additional temporary tracing to Insure stability during construclton Is the u:sp oruirxlllty of the MiTek' erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.for general guidance wry warmg fabdcattat duality control,storage,delivery,erection and bracing,consult ANSI/1PI I Quality Criteria,DSB-89 and BCSI Building Component 1 6904 Parke East 81vd.Safety Information arvdd>te from Truss Plate institute.781 N.Lee Street.Suite 312,Alexandria-VA 22314. 1 Tampa.FL 33610 Job Truss Truss Type Qty Ply Glen Layton HmslMarlierl JK T7445330 J150142 B03 HALF HIP 1 3 Job Reference(optional) • Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:07:31 2015 Page 2 I D:H9grk6J2oFpNrFFp2eN hhkz W i80-c IZX9_t7d Dt 1 j eUjcGwHTveOvCoMvSmbaZQh_8yb7LQ LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) • Vert:1-3=-54,3-4=-54,5-6=-214,7-10=-20 Concentrated Loads(lb) Vert:5=-260 14=-3996 • ■ 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.02/16/2016 BEFORE USE. f Design valid for use only with Mllok connectors.This design Is based only upon paorneters shown.and Is for an individual building component. Applicability of design p chcsnelers and proper Incorpcxotlon of component is respondllly of I mikfhg designer-not huss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary tracing to Inure stability during construction Is the responslbltlly of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer.For general guidance regarding regg fabrkatton,quality control,storage,delivery.erection and bracing.consult ANSI/TPI I Quality Criteria.DSB•89 and BCSI Building Component 6904 Parke East Blvd. ■ Safety Information available from Truss Plate institute./81 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job 'Truss Truss Type Oty Ply Glen Layton Hms/Marlier/JK I 77445331 J150142 I c B04 HaHail Hip 5 1 1 i Job Reference(optional) i Manning Building Supplies. Jacksonville,FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:07:32 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzWi80-4x7VNKulOX?uLo3vAzRW06Ae6c7Fev8kpcC9FXayb 7LP 2-10-8 6-0-0 ,6-5-12 8-5-8 2-10-8 3-1-8 '0-5-12' 1-11-12 Scale=1:19.2 1.5x4 II 4 4.001- .00 12 4x4 • 4x10= 3 w 2x4 II 3x4_ 6 3x4 2 1 •a ---1 J I - 9 3x4= 8 3x4= E3: .. 7 3x5 I i 3x6 I I 2-10-8 3.4.5 I 6-5-12 I 8-5-8 2-10-8 0-5-13 3-1-7 1-11-12 Plate Offsets(X,Y)-- 11:0-1-8,0-1-131 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 i Plate Grip DOL 1.25 TC 0.13 i Vert(LL) -0.01 9 >999 240 MT20 244/190 TCDL 7.0 1 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.03 8-9 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 1 Code FBC2010/TPI2007 (Matrix-M) Weight:51 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 3-6:2x6 SP No.1 D end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2`Except' MiTek recommends that Stabilizers and required cross bracing 6-7:2x8 SP No.1 D be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x4 SP No.2 2-0-0 Installation guide. REACTIONS. (lb/size) 1=404/0-3-8,7=788/0-5-8 Max Horz 1=83(LC 9) Max Uplift1=-24(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-263/112,2-3=-678/135,3-5=-593/183,5-6=-759/0,6-7=-771/0 BOT CHORD 1-9=-259/627,8-9=0/764 WEBS 6-8=0/959,5-8=-537/0,5-9=-299/0 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind: C;End.,GCpi=0.18;MWFRS(directional)a)nd C C1Exterioh(2)0.0-0 to 352-9.IInnttenor(1)3 2-9 tots-10 4,Exterior(2)6-5-12 to Cat.II; ,,,,tt�PS'A' 44,01'i41•8-1-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions ■• 0 . 'e, shown;Lumber DOL=1.60 plate grip DOL=1.60 ■%,<Z••.-\G E N S`-.; f4 , .�� 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. No 39380 ••�._ 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 100 lb uplift at joint(s)1. - 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. - ['' 8)Graphical purtin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. % •.- •-T' �� ,�v ��GGC//I LOAD CASE(S) Standard 1,'-.1‘° \ `' OR 10 ***r\ ••1)Dead+Root Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 a ks•'••"•...•• V%.• Uniform Voadl (pl(54,3-4=-54,5.6=•154,7-10=-20 �.,;14111111101-%N A o' Concentrated Loads(Ib) Thomas A.Alban)PE No-39380 Vert:5=-455 MRek USA,Inc.Ft.Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 4 1 V WARNING•Verity design paramatsrs and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/162015 BEFORE USE. MN. Design volki for use only with Mflek connectors.Iris design Is based only upon txaaneters shown.and Is for an individual building mintxrlent. Appllcabilty of design parameters and proper Incorporation of component Is restxrsR.IlIly of txil<1ing designer-not buss designer.Bracing shown Is for lateral support of kdMdud web members only. Additional temporary tracing to Insure stabilty durktg construction Is the responsibility 01 the MiTek erector. Additional permanent bracing of the overdl struchee is the responsibility of the bulking designer.for general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/IPtl Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalabie from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 33610 1 Job Truss Truss Type Qty Ply 'Glen Layton Hms/Marlied JK I T7445332` J150142 805 HALF HIP GIRDER 1 .2'Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:07:32 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzWi80-4x7vNKuIQX?uLo3vAzRWO6Aa5c8BevTkpC9FXayb7LP I 2-10-8 6-0-0 6-5-12 , 8-5-8 2-10-8 3-1-8 0-5-12' 1-11-12 Scale=1:17.6 1.5x4 H 4 4.00 FIT 4x4 2x4 H 4x10= 3 3x4= 6 3x4• . 2 w IMIA in m9 3x4= 8 3x4= 7 A 355 I I 3x6 I I 2-10-8 I 3-4.5 I 6-5-12 I 8-5-8 { 2.10.8 0-5-13 3-1-7 1-11-12 Plate Offsets(X,Y)-- (1:0-1-8,0-1-131 LOADING(psf) i SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.01 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.02 8-9 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.20 Horz(TL) 0.01 7 rl/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:153 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 3-6:2x6 SP No.10 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2'Except' 6-7:2x8 SP No.1D SLIDER Left 2x4 SP No.2 2-0-0 REACTIONS. (lb/size) 1=657/0-3-8,7=3741/0-2-12 Max Horz 1=83(LC 5) Max Upliftl=-177(LC 4),7=-1383(LC 4) Max Grav1=678(LC 15),7=4306(LC 15) FORCES. (lb)-Max.Comp-/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-596/159,2-3=-1303/345,3-5=-1169/347,5-14=-2329/638,6-14=-2329/638, 6-7=-4138/1497 BOT CHORD 1-9=-341/1221,8-9=-619/2346 WEBS 3-9=-95/454,6-8=-784/2950,5-8=-1475/823,5-9=-1210/300 N 1)OTES- .::.0.111111//./.1... 3- ly russ to be connected together with 1Cd(0.731"x3')nails as follows: �`% PS A A Top chords connected as follows:2x4-1 row at 1-0-0 oc,2x6-2 rows staggered at 1.0-0 oc,2x8-2 rows staggered at 1-0-0 oc. %.•��. X814/°•♦♦ Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. ��,.�� \C E•N j ow Webs connected as follows:2x4-1 row at 1-0-0 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 pll' No 39380 ••: .• _ 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. - y 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psh BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.Rj • ■ Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever lett and right exposed;end vertical lett and right exposed;Lumber DOL=1.a u plate grip DOL=1.60 •- _T' =,- :e: 5)Provide adequate drainage to prevent water ponding. fir._ '� : ' � 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •♦ �s.`•0 R I�..•r.,\ 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ♦ .. fit between the bottom chord and any other members. g y ♦t'e SAO N A∎- .s` 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. ii11 l 111 . 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=177, 7=1383. Thomas A.Albanl PE No.39360 • 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. MITek USA,Inc,FL Cart 6634 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 6904 Petite East Blvd.Tampa FL 33610 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)3935 lb down and 1748 lb up at Date: 7-5-8,and 119 lb down and 53 lb up at 6-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of September 22,2015 ,. .nlhcre .. Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02/1612015 BEFORE USE. ■ Design valid for use only with Wok co nnac tors.(Ns design Is based only upon txxameters shown,and Is la an Inavkdual building component. Appli:atAlty of design fxxcxmeters and proper incorporalo n of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of In divkdull web members only. Acdditional temporary bracing to insure stability doing construction Is the responsibility of the • erector. Additional permanent bracing of the overall strucaae is the responsibility of the!milting designer.For genera guidance regarding MiTek- fabrlcallon quality control,storage,delNery,erection and bracing,consul ANSI/iPI l Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely InfomnatIon available from Tess Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job I Truss Truss Type Qty I Ply Glen Layton Hms/Marlier/JK 17445332I IJ150142 1605 I HALF HIP GIRDER 1 3 Job Reference(optional) i Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MTek Industries,Inc. Tue Sep 22 10:07:33 2015 Page 2 ID:H9grk6J2oFpNrFFp2eNhhkzWi8O-Y7hHaguN9r71zye6kgylZKjIrOUPNMju2svo31yb7LO LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pl1) Vert:1-3=-54,3-4=-54,5-6=-54,8-10=-20,7-8=-180 Concentrated Loads(lb) Vert:8=-160 5=-100 14=-3300 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/F7473 rev.OZ/1G20f6 BEFORE USE. Design valid for use only with Wok connectors.TNs design Is based only upon parameters shown,and Is lot an Individual buldnllg component. Applicability of design parameters and proper kx:orporatton of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of IrdMduol web members oNy. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek• erector.Pdtl the permanent bracing of the overall structure Is e responsibility of the inking designer.for general guidance regarding fabrication quality control.storage,delivery.erection and bracing,consult ANSI/Mil Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. • Safety Information available from Truss Plate Institute.781 N.Lee Sheet Suite 312.Alexandria.VA 22314. Tampa,FL 33610 1 Job 'Truss Truss Type Qty 1 Ply Glen Layton Hms/Marlier/JK 774453331 1J150142 CO1 Hip Girder 1 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 2210:07:34 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzW i80-0KFf n0v?w8Fca6DI IOT_SXGrJQgl69l1 GWeMbTyb7LN 3.1.12 { 6-0-0 { 10.11-6 I 15-9-0 I 20-6-10 + 25-6-0 { 28-4-4 I 31-6-0 { 3-1-12 2-10-4 4-11-6 4-9-10 4-9-10 4-11-6 2-10-4 3-1-12 Scale=1:54.8 5x8M18SHS= NAILED NAILED NAILED NAILED 5x8 M18SHS= NAILED 1.5x4 H NAILED 3x8=NAILED NAILED 1.5x4 II NAILED 8.00 12 4 27 28 29 5 30 31 6 32 33 7 34 35 368 e.'rl:�tk -11iM1111 1 ? 7•rlr>�L�7ruliU 3x5 3x5 9 4x7 3 4x7�� 9 i 10 P. 2 e J 1 11 1 $ : n. nil an Fri a nn inn or @ to b 37 38 39 40 41 42 43 44 45 46 :. 18 17 16 15 14 13 12 5x8 I' 1.5x4 I 6x6- NAILED 4x10- 5x10 MT2OHS- NAILED 4x10 77- NAILED 6x6- 1.5x4 II 5x8 II NAILED NAILED NAILED NAILED NAILED NAILED NAILED i 3-1-12 6-0-0 I 10-11-6 15-9-0 20-6-10 { 25-6-0 28-4-4 I 31-6-0 { 3-1-12 2-10.4 4-11-6 4-9-10 4-9-10 4-11-6 2-10-4 3-1-12 Plate Offsets(X,Y)-- [1:Edge,0-0-0),[4:0-5-12,0-2-01,[8:0.5.12,0-2-01,[11:Edge,0-0.01,[15:0-5.0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(TL) 0.31 14-15 >999 240 MT20 244/190 . TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.47 14-15 >803 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress'nor NO WB 0.79 Horz(TL) 0.16 11 rVa r to M18SHS 244/190 BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:196 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1D TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins. BOT CHORD 2x4 SP No.1 D BOT CHORD Rigid ceiling directly applied or 3.11-9 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing 1 SLIDER Left 2x6 SP No.2 2-6-0,Right 2x6 SP No.2 2-6-0 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=2434/0-5-8,11=2618/0-5-8 Max Horz 1=119(LC 24) Max Uplift1=-1472(LC 8),11=-1654(LC 8) Max Gray =2434(LC 1),11=2676(LC 30) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1097/642,2-3=-3431/2143,3-4=-3561/2279,4-27=-4235/2738,27-28=-4235/2738, 28-29=-4235/2738,5-29=-4235/2738,5-30=-4235/2738,30-31=-4235/2738, 6-31=-4235/2738,6-32=-4353/2856,32-33=-4353/2856,7-33=-4353/2856, 7-34=-4353/2856,34-35=-4353/2856,35-36.4353/2856,8-36=-4353/2856, 8-9=-3932/2559,9-10=-3797/2415,10-11=-1192/715 BOT CHORD 1-18=-1628/2697,18-37.1628/2697,17-37=-1628/2697,17-38=-1823/2969, 38-39=-1823/2969,16-39=-1823/2969,16-40=-2880/4700,40-41=-2880/4700, ,,��, 15-41=-2880/4700,15-42=-2880/4700,42-43=-2880/4700,14-43=-2880/4700, �I� 14-44.2031/3292,44-45=-2031/3292,13-45=-2031/3292,13-46=-1836/2955, S A. q� I4, 12-46=-1836/2955,11-12=-1836/2955 `•%‘,.;(:".,,,,:;p:.. E N S,•• q2♦i WEBS 3 17=-422/459,4-17=-170/415,4-16=-1073/1740,5-16=-501/422,6-16=-696/423, •� N c• •• / • 6-15=-45/383,6-14=-493/261,7-14=-500/422,8-14=-903/1565,8-13=-388/799, • 9-13=-455/496 No 39380 ••.__�• a_ NOTES- 1)Unbalanced roof live loads have been considered for this design. .- -fl• • 2)Wind:ASCE 7-10;Vuit=l3omph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opst;h=2511;B=4511;L=32ft;eave=0;Cat.IG Exp C;End.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber OOL=1.6 y - •fy plate grip DOL=1.60 *: 3)Provide adequate drainage to prevent water ponding. °. s 0 R 1�• G\�� 4)All plates are MT20 plates unless otherwise indicated. ♦j SS ........ `% 6)This This truss has designed for alive load of chord live load on the bottom chord in all areas whetre live a 3-6-0 tall by 2-0-0 wide will 't��//0 N A; ��S 6) 9 P 9 Y fit between the bottom chord and any other members. Thomas A.Alban!PE No.39380 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=1472, MITek USA,Inc.FL Cert 6634 11=1654. 6904 Parke East Blvd.Tampa FL 33610 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Date: 9)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. September 22,2015 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.02/162015 BEFORE USE ' igt Design valid for use only wilts Mllek connectors.This design is based only upon parameters shown.and Is for an individual bolding component. Applicability of design['ammeters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral sapped of Individual web members only. Additional temporary bracing to Insure slablity during consttuctkrn Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the balding designer.For general gar iarrce regarding lubrication.Uualtly control,storage,delivery,erection and bacng.consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available Born Truss Plate Institute.181 N.Lee Street.Suite 312.Aiexandrla.VA 22314. Tampa.FL 33610 Job Truss Truss Type I Qty Ply Glen Layton HmslMadierl JK T7445333, J150142 C01 Hp Girder 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 22 10:07:35 2015 Page 2 I D:H9grk6J2oFpNrFFp2eNhhkz W i80-V W pl?LwegSNTCGoUr5?Delo03p0_r7_BVAOv8vyb7LM NOTES- 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)329 lb down and 373 lb up at 6-0-0,and 352 lb down and 422 lb up at 25-6-0 on top chord,and 238 lb down and 188 lb up at 6-2-2,and 486 lb down and 317 lb up at 25-3-2,and 404 lb down and 267 lb up at 25-8-2 on bottom chord. The desigrVselection of such connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54,4-8=-54,8-11=-54,19-23=-20 Concentrated Loads(lb) Veil:4=-142(B)8=36(B)17=-238(B)15=-58(B)6=-88(B)13=-486(B)28—88(B)29=-88(B)30=-88(B)31=-88(B)32=-88(B)33=-88(B)34=-88(B)35=-88(B)37=-177(B) 38=-58(B)39=-58(B)40=-58(B)41—58(B)42=-58(B)43=-58(B)44=-58(B)45=-58(B)46=-404(B) • Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Wok connectors.this design Is based only upon viral peters shown.and Is for an k dlvklsxs building component. Applicability of design parameters and proper Incorporation of component Is resrxxsst:>alty of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporcuy bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the nuking clestgner.for general guidance regarding fabrication,qualify control,storage.delNery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Btvd. Safely Information avdci'le from truss Plate Institute.781 N.Lee Sheet,Sulte 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type i Qty Ply 'Glen Layton Hms/Marlier/JK I i 77445334 J150142 CO2 Hip 11 1 Job Reference(optional) ' Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:07:36 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkz W i80-ziNQChxGRmVKgPMhPpW SAyL9cDOXaiYKkg7SgMyb7LL 4-1.12 I I 8-0-0 15-9-0 23-6-0 27-4-4 31-6-0 I 4-1-12 3-10-4 7-9-0 7-9-0 3-10-4 4-1-12 Scale=1:54.9 4x4= 3x8= 4x4= 4 23 5 24 6 In ._ [t 8.00 12 1.5x4 J / N. 1.5x4•i 7 32 25 4 4x4-i 21 �. 26 4x4,�'N. 8 2 4. ,' / 9 1.N. 4.0/.' o V 28 .=_: 12 11 10 4x7 I 3x8= 5x5= 3x8= 4x7 I I 8-0-0 15-9-0 I 23-6-0 31-6-0 8-0-0 7-9-0 7-9-0 8-0-0 Plate Offsets(X,Y)-- j1:0-2-4,0.0.4),[9:0-4-9,0-0-4),[11:0-2-8,0-3-4) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.10 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.27 10-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.09 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:178 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6-4 oc bracing. WEBS 2x4 SP No.2 WEBS T-Brace: 2x4 SP No.2-5-12,5-10 OTHERS 2x4 SP No.2 Fasten(2X) T and I braces to narrow edge of web with 10d(0.131"x3") SLIDER Left 2x6 SP No.2 2-6-0,Right 2x6 SP No.2 2-6-0 nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1166/0-5-8,9=1166/0-5-8 Max Horz 1=158(LC 11) Max Uplift1=-419(LC 12),9=-419(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-651/144,2-21=-1589/729,21-22=-1538/738,3-22=-1533/740,3-4=-1492/720, 4-23=-1233/657,5-23=-1233/657,5-24=-1233/657,6-24=-1233/657,6-7=-14921720, 7-25=-1533/740,25-26=-1538/738,8-26=-1589/729,8-9=-651/144 BOT CHORD 1-12=-528/1351,12-27=-610/1695,11-27.610/1695,11-28=-610/1695,10-28=-610/1695, ,`t11111IIJJJJ WEBS 4.120 182/524,5-12=-628/242,5-11=0/348,5-10=-628/242,6-10=-182/524 is% gPS A, A4"iii "` ■ NOTES- `��,`�•.�\G•E N`S�••.?/ �i 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psh BCDL=3.0psf;h=25ft;B=45ft;L=32ft eave=4ft;Cat.IL No 39.3.80 •. Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-1-13,Interior(1)3-1-13 to 8-0-0,Exterior(2)8-0-0 to -* �;_ 27-11-7,Interior(1)27-11-7 to 31-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members ancC --- :y forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 C-G; .- 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. - T � 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 4i,.-.(■ i ,•�1 �, fit between the bottom chord and any other members,with BCDL=10.Opsf. t. ' '• •0 R 1�. •c"' 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)1=419, •'e,� 61, ••••••,G� ,‘ 9=419.7)Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �/J JJ/O1 i Al+,,�f� 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. Thomas A.Albans PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 ■ i 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02116/201$BEFORE USE. Design void ler use only with Mlle*connectors.This design is Lased only upon parameters shown.and is for an kxavldml balding component. 1111 Applicability of design parameters and proper incorporation of cornl.ronent Is resporrutlltty of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall Slnrctune responsibility Is the respobility of the building designer.For general guidance regusdkxj fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute,781 N.Lee Street,Sune 312.Alexandria,VA 21314. Tampa.FL 33610 Job Truss Truss Type qty 1 Ply I Glen Layton HmslMarlier/JK 77445335 J150142 CO3 Hp 1 1 I Job Reference(optional) , Manning Building Supplies, Jacksonville.FL 7.630 s Jul 28 2015 Mi Tek Industries.Inc. Tee Sep 22 10:07:37 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkz W i80-Rvwo01 yuC3dARZxtzW 1 hjAuP;dIAJAj UyUtOCoyb7LK 4-11-12 9-8-0 I 15-9-0 f 21.10.0 26-6-4 i 31.6-0 I 4-11-12 4-8-4 6-1-0 6-1-0 4-8-4 4-11-12 Scale=1:55.1 4x4= 3x8= 4x4= 4 23 24 5 25 26 6 27 13 ern el 8.00 FY 1.5x4 / 1.5x4- 3 22 7 IC 28 rt r. 4x4•i 21 / 4x4 Q 8 2 \ `, 1 9 - 1 . - M, z [g. Z 29 30 A 12 11 10 3x10 IF 3x8= 5x5_ 3x8= 3x10 II • 9-8-0 15-9-0 { 21.10-0 I 31-6-0 I 9-8-0 6-1-0 6-1-0 9-8-0 • Plate Offsets(X,Y)-- (1:0-3-8,Edge),[9:0-5-13,Edgel,111:0-2-8,0.3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.14 10-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.36 10-19 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:185 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-4 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-13 oc bracing. WEBS 2x4 SP No.2 WEBS T-Brace: 2x4 SP No.2-5-12,5-10 OTHERS 2x4 SP No.2 Fasten(2X) T and I braces to narrow edge of web with 10d(0.13153") SLIDER Left 2x6 SP No.2 2-6-0,Right 2x6 SP No.2 2-6-0 nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer I Installation guide. REACTIONS. (lb/size) 1=1166/0-5-8,9=1166/0-5-8 Max Horz 1=191(LC 11) Max Upliftl—419(LC 12),9=419(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-906/106,2-21=-1585/723,3-21.1544/737,3-22=-1440/676,4-22=-1426/698, 4-23=-1167/645,23-24=-1167/645,5-24.1167/645,5-25=-1167/645,25-26=-1167/645, 6-26=-1167/645,6-27=-1426/698,7-27=-1440/676,7-28=-1544/737,8-28=-1585/723, 8-9=-906/106 `0111111///� BOT CHORD 1-12=-521/1383,12-29=-462/1421,11-29=-462/1421,11-30=-462/1421,10.30=-462/1421, ,,�1, PS A, q i��i� 9-10=-514/1268 `� O�•�,...,,• 4e �� WEBS 3-12=-288/203,4-12=-183/513,5-12=-424/162,5-11=0/281,5-10=-423/162, `,•: • ••�\G E N S�•14,/,�' 6-10=-183/512,7-10=-288/203 i No 39.380 '' NOTES- 1)Unbalanced roof live loads have been considered for this design. 'f* • 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=32f1;eave=oft;Cat.C Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0.0 to 3-1-13,Interior(1)3-1-13 to 9-8-0,Exterior(2)9-8-0 to 26-3-7,Interior(1)26-3-7 to 31-6-0 zone;cantilever lett and right exposed;end vertical lett and right exposed;C-C for members and ,� . forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 � � 3)Provide adequate drainage to prevent water ponding. 0,.--4‘ ': i .;.•'.(-4 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1. •. O R 1 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 'i,ss•• •• .1k,\'''‘•' fit between the bottom chord and any other members,with BCDL=10.0psf. it/iii N A' "0` 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=419, 9=419. Thomas A.Albans PE No.39380 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. MiTek USA,Inc.FL Cart 6634 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 1 1 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. MI. Design valid for use only with Milek connectors.this design Is based only upon parameters shown.and Is for an hdivldrxrl holding comi,o nent. Applicabllty of design parameters and proper Incorporation of component Is respo nsblity of building designer-not truss designer.Bracing shown Is for lateral support of Indlvkiud web members only. Additional temporary bracing to Insure sterility during construction Is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure building xe Is the responsibility of the d xn eslgron.For general gukkce regarding fabrication,quality control,storage,delNery,erection and bracing,conceit ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty I Ply I Glen Layton Hms/Marlier/JK 77445336 J150142 C04 Hip 1 I 1 'Job Reference(optional) Meaning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek industries.Inc. Tue Sep 22 10:07:38 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkZW i80-v5UAdNyW zN113j W 3XEYwGNQcI1412aldB8cZkEyb7LJ 5-11.12 I 11-8-0 f 15-9-0 19-10-0 l 25-6-4 31-6-0 5-11-12 5-8-4 4.1.0 4-1-0 5-8-4 5-11-12 Scale=1:55.3 4x4= 3x4= 4x4= 4 24 525 26 27 6 t; r1 8.00 1 \ i 23 / 28 gar x5 7 3 ' n ro 29 j 4x4-",-% 22 4x4•�IN 1 2 8 r� v1 1 9 a. .¢ 13 12 30 31 11 10 4x7 I I 1.5x4 I I 5x8= 3x8= 1.5x4 I I 4x7 i I 5-11-12 11-8-0 19-10-0 25.6.4 I 31-6-0 5-11-12 I 5-8-4 I 8-2-0 I 5-8-4 5-11-12 Plate Offsets(X,Y)-- [1:0-2.4,0-0.41,[9:0-4-9,0-0-41,[12:0.4-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.17 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.36 11-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(TL) 0.09 9 n/a rta BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:197 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-12 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-5-3 oc bracing. WEBS 2x4 SP No.2 WEBS T-Brace: 2x4 SP No.2-5-12,5-11 OTHERS 2x4 SP No.2 Fasten(2X) T and I braces to narrow edge of web with 10d(0.131"x3") SLIDER Left 2x6 SP No.2 2-6-0,Right 2x6 SP No.2 2-6-0 nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1166/0-5-8,9=1166/Mechanical Max Horz 1=-230(LC 10) Max Uplift 1=-419(LC 12),9=-419(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-585/171,2-22=-1602/695,3-22=-14931708,3-23=-1348/652,4-23=-1261/676, 4-24=-1091/633,24-25=-1091/633,5-25=-1091/633,5-26=-1091/634,26-27=-1091/634, 6-27=-1091/634,6-28=-1260/675,7-28=-1347/651,7-29=-1493/708,8-29=-1602/695, 8-9=-584/171 11111111// BOT CHORD 1-13=-488/1385,12-13=-488/1385,12-30=-330/1141,30-31=-330/1141,11-31=-330/1141, ,,�_IIt�I S A. ��1, WEBS 3-12=-431/245,0 8 11 7-11=-432/246 N%, fir•...E •.' ,�°• .`*'N .. vsC'ENSF .•'•• .. • 1)Unbalanced roof live loads have been considered for this design. • -! 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsh h=251t;B=45th L=3211 eave=oft;Cat. Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-1-13,Interior(1)3-1-13 to 11-8-0,Exterior(2)11-8-0 to = y 24-3-7,Interior(1)24-3-7 to 31.6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and =-3• — forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 .`. T, 3)Provide adequate drainage to prevent water ponding. •••-0"...?" •,- ••4• ••, 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. '+e`-� 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 �•� 0 R 1 0.••G\`,�•fit between the bottom chord and any other members,with BCDL=10.Opsi. ej t). •• ` . 6)Provide mechanicalrc truss to truss connection(b connections. othe s)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except t=Ib 1=419, ��;�N A% �� ( Y ) 9P P 9 p 1 O P U- ) 9=419. Thomas A.Alban)PE No.39380 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. MITek USA,Inc.FL Cert 6634 9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 Q WARNING-Verily&sign pars:mie a and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mllek connectors.Ibis design Is based only upon pcxomelos shown.and Is for an individual building component. � Applicability of design p iamxeters and proper incorporation of component k responst dilly or building designer-not truss designer.Bracing shown Is for lateral support of Incilvldrid web members only. Additional temporary bracing to Insure stability cluing construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility o1 the bulking designer.For general guidance regarding MiTek. tabdcatk,r,quality control-storage,delivery,erection and bracing,consult ANSI/WP11 Qualify Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Taus Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa.FL 33610 1 1 ' Job Truss Truss Type I Oty Ply Glen Layton Hms/Marlier/JK 17445337 J150142 C05 Attic 11 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 22 10:07:39 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkzW i80-NH2Yrjz8khtuht5F4x39obzgH RNFnVZmQOM7Hgyb7Ll 12-3-5 19-9-0 5-5-6 10.7-4 111-9-0, {13-8-0, 17-10-0 119-2-11. 20-10-12 26-0-10 31-6-0 5-5-6 5-1-14 4-1-12' 1.4.11 4-2-0 1.4-11' 9-1-12 5-1-14 ' 5-5-6 0-6-5 0-6-5 5x5= Scale=1:62.0 5x5= 3x4= 7 a 3x4= T ��=j iiA1i► . 2x4 II 6 2x4 I'. 5 21 22 10 32 - 1.5x., I I 1.5x4 II _ 33 4x7 i ■ j 4x7�� 3x5!•-•-• 11 3x5' u> 8.00 12 4 3 0� v_co •• 12 m • r 4x4�i 31 4x4 2 i 13 10-0-0 `= 1 14 c ' I ii i. o' o i M c 20 19 18 17 16 15 4x10 II 1.5x4 I I 4x7 6x6= 6x6= 4x7 1.5x4 •I 4x10 H 5-5-6 10-7-4 13-8-0 17-10-0 20-10-12 26-0-10 31-6-0 5-5-6 I 5-1-14 I 3-0-12 4-2-0 i 3-0-12 5-1-14 5-5-6 Plate Offsets(X,Y)-- (1:0-3-8,Edge1,14:0-3-8,Edgel,[7:0-2-8,0-1-131,(8:0-2-8,0-1-131,(11:0-3-8,Edge),(14:0-5-13,Edgel,[17:0-3-0,0-4-01,118:0-3-0,0-4.01 LOADING(psf) 1 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 I Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.32 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.61 17-18 >623 180 BCLL 0.0 • Rep Stress!nor YES WB 0.88 Horz(TL) 0.08 14 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Attic -0.23 17-18 536 360 Weight:206 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except* TOP CHORD Structural wood sheathing directly applied or 3-0-6 oc purlins. 4-7,8-11:2x6 SP No.1 D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.1D`Except* WEBS 1 Row at midpt 6-9 16-19:2x6 SP No.1 D MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x6 SP No.2 2-6-0,Right 2x6 SP No.2 2-6-0 Installation guide. REACTIONS. (lb/size) 1=1342/0.5.8,14=1342/Mechanical Max Horz 1=-269(LC 10) Max Uplift1=-283(LC 12),14=-283(LC 12) Max Gray 1=1558(LC 18),14=1558(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1.2=-929/115,2-31=-2195/469,3-31=-2162/481,3-4=-2126/418,4-32=-2047/429, 5-32=-2026/436,5-6=-1576/454,6-7=-53/351,7-8=0/528,8-9=-53/351,9-10=-1578/454, 10-33=-2029/436,11-33=-2050/429,11-12=-2129/418,12-34=-2163/481, 13-34=-2196/469,13-14=-931/115 BOT CHORD 1-20=-303/1947,19-20=-303/1947,18-19=-302/1951,17-18=-113/1770,16-17=-294/1750, WEBS 3-18=-327/243,5-18=-66/755 6124=-2168/460,21-22=-2145/458,9-22=-2170/460, cos% p,S I A.f A��'1,,■10-17=-66/755,12-17=-327/243 „• `v • ` -411 e NOTES- . • • • • • 1)Unbalanced roof live loads have been considered for this design. No 39380 2)Wind:ASCE 7-10;Vult=13Omph(3 second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=251t;B=4511;L=32ft;eave=oft;Cat.Ii Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0.0-0 to 3-1-13,Interior(1)3-1.13 to 13-8-0,Exterior(2)13-8-0 to — 17.10-0,Interior(1)22-3-7 to 31-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and- forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 • 3)Provide adequate drainage to prevent water ponding. r�� : 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 e� O R %0.... \�,�• 6)Ceiling C dead chord liad(5.0 psf) ).on member(s).r(s).-6, -10,6-21,21 22,9-22; load(5all psf)dead applied .Only f)on member(s).5-18,10-17 49';''161,S;O N A �?�`,` 7) (40.0 psf) 111111 8)Refer to girder(s)for truss to truss connections. Thomas A.Albans PE E No.39380 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=283, WA USA,Inc.FL N 6634 14=283. 6904 Parke East Blvd.Tampa FL 33610 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)Attic room checked for L/360 deflection. Date: September 22,2015 4 V WARNING-Verify design parameters and READ NOTES ON 11115 AND INCLUDED M/TEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. 1 -d• Design valki for use only with Mllek connectors.this design is based only upon Ixxxneters shown-and is for an Individual building component neni. Ap pl$cal:lity of design parameters and proper Irncorpartite n of component Is resixxutrillty of building designer•not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability duklg construction is the respxxtsibillty of the MiTek' erector. Additional permanent tracing of the overall structure is the responsibility of the lxllal general ng designer.For gen guidance regaxdhg fabrication,quality control.storage,delivery,erection and tracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. • Safety Informafon avala ble frem truss Plate institute.781 N.Lee Sheet.Suite 312.Alexandrb,VA 22314. Tampa.FL 33610 Job Truss Truss Type I Oty 'Ply I Glen Layton Hms/Marlier/JK 77445338 J150142 C06 Attic 11 1 Job Reference(optional) 1 Manning Building Supplies. Jacksonville,FL 7.630 s Jul 28 2015 MTek Industries,Inc. Tue Sep 22 10:07:40 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkzW i80-r Ucw23_mV_?II 1 gSeeaOLoVtMgjT W VcwfS5gp7yb7LH 12-3-5 15-10-0 20-10-12 5-5-6 I 10-7-4 11-9-0 15.8.0 15-9-0 19.2.11 19.910 I 26.410 I 31.60 5-5-6 5-1-14 1.1.1 3.4-11 0-1-0 3-4-11 0-6-5 5-1-14 5-5-6 0-6-5 0-1-0 1-1-12 Scale=1:71.5 5x5 7 3x4= , 3x4= 2x4 II 6 8 31 2x4 I 30 9 5 20 1.5x4 II 4x7 i 4x7 cd 8.00 12 3x5 O 4 10 3x5 - 3 4. � 11 4x4 i 29 32 4x4 • 2 412 100-0 1 - 13 �•� Ig O > • 19 18 17 16 15 14 4x10 I I 1.5x4 I 4x7 6x6= 6x6= 4x7 4x10 II 1.5x4 II 5-5.6 I 10-7-4 I 15-8-0 1s-0-0 20-10-12 I 26-0.10 I 31-6-0 5-5-6 5-1-14 5-0-12 0-2-0 5-0-12 5-1-14 5-5-6 Plate Offsets(X,Y)-- (1:0-3-8,Edge],14:0-3-8,Edgel,[10:0-3-8,Edgel,113:0-5-13,Edgel,116:0-3-0,0-4-01,117:0-3-0,0-4-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.33 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.62 16-17 >607 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.08 13 n/a rVa BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Attic -0.23 16-17 534 360 Weight:211 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except' TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc purlins. 4-7,7-10:2x6 SP No.1 D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.1 D'Except' JOINTS 1 Brace at Jt(s):20 15-18:2x6 SP No.1 D MiTek recommends that Stabilizers and required cross bracing 1 WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x6 SP No.2 2-6-0,Right 2x6 SP No.2 2-6-0 Installation guide. REACTIONS. (lb/size) 1=1342/0-5-8,13=1342/Mechanical Max Horz 1=305(LC 11) Max Uplift!_283(LC 12),13=-283(LC 12) Max Grav 1=1550(LC 18),13=1550(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-938/105,2-29=-2184/434,3-29=-2151/446,3-4=-2137/376,4-5=-2037/394, 5-30=-1583/405,6-30.1539/413,8-31=-1540/413,9-31=-1584/406,9-10=-2040/394, 10-11=-2140/376,11-32=-2152/446,12-32=-2185/434,12-13=-940/105 BOT CHORD 1-19=-264/1966,18-19=-264/1966,17-18=-263/1970,16-17=-76/1775,15-16=-264/1742, 14-15=-265/1738,13-14=-265/1738 WEBS 3-17=336/240,5-17=-64/763,6-20=-1896/447,8-20=-1896/447,9-16=-64/763, ,,,00111 Al1q,,,,,- NOTES �.��A .•�\C'E•NS'F•.92,,1. 1)Unbalanced root live loads have been considered for this design. . • 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsh h=25ft;B=45th L=3211 eave=oft;Cat.Ill No 39380 :__-,: Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-1-13,Interior(1)3-1-13 to 15-9-0,Exterior(2)15-9-0 to r* . 20-2-7 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reaction: 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will t • .•6.►T' ^ ,+�- fit between the bottom chord and any other members. . 5)Ceiling dead load(5.0 psf)on member(s).5-6,8-9,6-20,8-20; Wall dead load(5.0psf)on member(s).5-17,9-16 � �'• ��.•• ��,�•6)Bottom chord live load(40.0 psi)and additional bottom chord dead load(5.0 psf)applied only to room.16-17 �i��61‘9.. rS''•9..R.••• �G�, 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)1=283, �i,,,�0 N A; �� i 3=283' Thomas A.Albans PE No.39380 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. MfTek USA,Inc.FL Cart 6634 10)Attic room checked for 11360 deflection. 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rov.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.T is design Is Limed only utxvn rxxaneters shown,cnd is for an Individual bulking component., Il Applicability of design parameters and proper Incorporation of component is responsibility of building designer•not truss designer.Bracing shown Is for lateral support of Indlvldual web members only. Additional temporary bracing to insure skit riity cluing constriction Is the responsibility of the MiTek- erect r. Additional permanent tracing Of the overall structure is the responsibility Of the building designer.for general guidance regarding fabrication.quality control,storage,delivery,erection and tracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avatable from Truss Plate Instttule.781 N.I oo Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss ,Truss Type 1Qty Ply Glen Layton Hms/Marlier/JK 77445339' J150142 C07 Attic 2 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:07:41 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzWi80•JgAJFP?OGI7cwBFeCM5dt0226E3iFy83t6rDL2yb7LG 12.3.5 15-10-0 20-10-12 5-5-6 10-7-4 1.9.0 I 15-8-0 15p0 19-2-11 19.9-n 26.0-10 31-6-0 I I I 6 i 5-5-6 5-1-14 .1-t 3-4-11 1 3-4-11 5 5-1-14 5-5-6 0-6-5 0-1-0 1-1-12 5x5 scale=1:71.5 7 31 n 3x4= 3x4= 2x4 II 6 _�` act II 5 20 9 _ 1.5x4 11 A__ 4x7 Q 10 3x5 Q 4 10-0-0 1 i 13 O I d N r- �, d iii 6 :: 19 18 17 16 15 14 4x10 II 1.5x4 4x7= 6x6= 6x6= 4x7= 4x10 H 1.5x4 ii 5-5-6 10-7-4 15-8-0 15-,10-0 20.10.12 I 26-0-10 I 31-6-0 5-5-6 5-1-14 5-0-12 0• -0 5-0-12 5-1-14 5•5-0 Plate Offsets(X,Y)-- 11:0-3-8,Edge),14:0-3-8,Edgel,f10:0-3-8,Edge1,113:0-5-13,EdgeL[16:0-3-0,0-4-0),117:0-3-0,0-4-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeil Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.33 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.62 16-17 >607 180 • BCLL 0.0 • Rep Stress Incr YES WB 0.31 Horz(TL) 0.08 13 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Attic -0.23 16-17 534 360 Weight:211 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc puffins. 4-7,7-10:2x6 SP No.1 D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.1 D'Except' JOINTS 1 Brace at Jt(s):20 • 15-18:2x6 SP No.1 D MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x6 SP No.2 2-6-0,Right 2x6 SP No.2 2-6-0 Installation guide. REACTIONS. (lb/size) 1=1342/0-5-8,13=1342/Mechanical Max Horz 1=305(LC 11) Max Upliftl=-283(LC 12),13=-283(LC 12) • Max Gray 1=1550(LC 18),13=1550(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. • TOP CHORD 1-2=-938/101,2-29=-2184/425,3-29=-2151/437,3-4=-2137/364,4-5=-2037/381, 5-6=-1583/402,8-9=-1584/402,9-10=-2040/381,10-11=-2140/364,11-32=-2152/437, 12-32=-2185/425,12-13=-940/101 BOT CHORD 1-19=-258/1966,18-19=-258/1966,17-18=-257/1970,16-17=-65/1775,15-16=-257/1742, 14-15=-258/1738,13-14=-258/1738 WEBS 3-17=-336/245,5-17=-62/763,6-20=-1896/435,8-20=-1896/435,9-16=-62/763, %%001111111/11.III 11.16=-336/245 ��,`otPS A. q<6 e, �� \X •'\GLENS '1i�itee. 1)Unbalanced roof live loads have been considered for this design. •: �•••' • • 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25th B=45ft;L=32ft;eave=4ft;Cat.Ili.' No 39380 :- ___- Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0.0 to 3-1-13,Interior(1)3-1-13 to 15-9.0,Exterior(2)15-9-0 to ► 18-10-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for 7 reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 % 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. -.7."O ' 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 wig: W fit between the bottom chord and any other members. ��,� . �'' ��; 5)Ceiling dead load(5.0 psf)on member(s).5-6,8-9,6-20,8-20; Wall dead load(5.Opsf)on member(s).5-17,9-16 �,• ('•.4........G R 1 0..•' \ �� 6)Bottom chord live load(40.0 pet)and additional bottom chord dead load(5.0 psf)applied only to room.16-17 oe l� \ •%• 8)Provide mechanicalrconnection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=283, ,VIII g i N Al `� 13=283. Thomas A.Alban'PE No.39380 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Wok USA Inc.FL PE Cert 6634 10)Attic room checked for U360 deflection. 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 4 ■ 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Milek connectors.this design Is based only upon paaneters shown,trod Is for on Individual bxAding component. � Applk:aMny of design parameters and proper Incorporation of component Is responsibility of building designer•not truss designer.Bracing shown Is for lateral support of Individual web members only. Aolcditktroi temporary bracing to Insure stabllty during construction Is the responsitAlity of the MiTek'erector. Additional permanent bracing of the overall structure Is the responsibility balding ity of the designer.For general guidance regarding tatxicalon,quality control,storage,delivery.erection and bracing.consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety information avalcble from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexan drkt,VA 22314. Tampa.FL 33610 , Job Truss Truss Type Qty I Ply I Glen Layton Hms/Marlier/JK 17445340 J150142 I CO8 Attic 2 1 1 I I Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:07:42 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzWi80-nskhTl?11 cFTYKggm3dsQDbDsePx_P5D6mant?yb7LF 12-3-5 15.10.0 20-10-12 5-5-6 10-7-4 11.9.0 , 15-8.0 151.0 19-2-11 19-910 , 260-10 31-6.0 I 5-5-6 5-1-14 1-1-12 ' 3411 04-0 3-4-11 0.6-5 5-1-14 5-5-6 0-6-5 0-1-0 1-1-12 5x5= Scale=1:71.5 7 31 n Aill 3x4= 3x4= )l620. 2x4 II 20 9 1.5x4 II 4x7* 4x7.� ( 8.00"12 3x5 4 10 3x5 ee _N 4.e 11 3 ¢' 4x4-i 29 32 4x4�� 2 12 10-0-0 1 13 p I 19 18 17 16 15 14 4x10 ll 1.5x4 1 4x7 6x6= 6x6= 4x7 4x10 !1 1.5x4 II 5-5-6 1 10-7-4 i 15-8-0 15.}1,0-0 20-10-12 26-0.10 I 31.6-0 5-5-6 5-1-14 5-0-12 0-2-0 5-0-12 5-1-14 5-5-6 Plate Offsets(X,Y)-- (1:0-3.8,Edge],[4:0-3.8,Edge],[10:0-3-8,Edge),[13:0-5-13,Edge],[16:0-3-0,0-4-0),[17:0-3.0,0-4-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.33 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.62 16-17 >607 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.08 13 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Attic -0.23 16-17 534 360 Weight:211 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc purlins. 4-7,7-10:2x6 SP No.1 D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.1 D`Except' JOINTS 1 Brace at Jt(s):20 15-18:2x6 SP No.1 D MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x6 SP No.2 2-6-0,Right 2x6 SP No.2 2-6-0 Installation guide. REACTIONS. (lb/size) 1=1342/0-5-8,13=1342/0-5-8 Max Horz 1=305(LC 11) Max Upliftl=-283(LC 12),13=-283(LC 12) Max Grav1=1550(LC 18),13=1550(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-938/101,2-29=-2184/425,3-29=-2151/437,3-4=-2137/364,4-5=-2037/381, 5-6=-1583/402,8-9=-1584/402,9-10=-2040/381,10-11=-2140/364,11-32=-2152/437, 12.32=-2185/425,12-13=-940/101 BOT CHORD 1-19=-258/1966,18-19=-258/1966,17-18=-257/1970,16-17.65/1775,15-16=-257/1742, 14-15=-258/1738,13-14=-258/1738 WEBS 3-17=3361245,5-17=-62/763,6-20=-1896/435,8-20=-1896/435,9-16=-62/763, ♦,`B PS'A"q�ti NOTES- `,S♦L∎Z%.'�G E N s•• --i2j e 1)Unbalanced root live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2pst;BCDL=3.Opsf;h=25ft;B=451t;L=32it;eave=oft;Cat.111 No 39380 ••:. _• Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-1-13,Interior(1)3-1-13 to 15-9-0,Exterior(2)15-9-0 to �*_ * 18-10-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for _ ... {. reactions shown;Lumber DOL=d60 plate grip DOL=1.60 ='b: _� 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• ••T' .�I. ..44/ fit between the bottom chord and any other members. i.F •_ ,� 5)Ceiling dead load(5.0 psf)on member(s).5-6,8-9,6-20,8-20; Wall dead load(5.Opsf)on member(s).5-17,9-16 �j, ••. 0 R 1 c•.•• ' ♦� 6)Bottom chord live load(40.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.16-17 ��tss•• •..••' ��♦ 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=283, to"'/0 N Al-'��♦♦♦ 13=283. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Thomas A.Albanl PE No.39380 9)Attic room checked for L/360 deflection. MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 ■ Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlF7473 rev.O7/iN2016 BEFORE USE. Design valid for use only with Mitek connectors.this design Is based only upon pxiameters shown.and Is for an individual bulking component. Applicability of design parameters and proper fncorporatkx,of component Is responsibility 011)&41(11w designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insue sbutAlty during construction Is the responsibility of the MiTek* erector. Additional permanent bracing of the overall stn,ckre Is the responsibility 01 the bulking er.ng design For general id guance regarding fabrication.duality control,storage,delivery,erection and[racing,consult ANSI/IP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ava*able from Truss Rate Institute,781 N.Lee Sheet.Suite 312.Alexaldtla-VA 22314. Tampa,FL 33610 Job Truss I Truss Type Qty Ply Glen Layton Mms/Matlier/JK 77445341 J150142 C09 Attic 3 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 22 1007:43 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkz W i80-G3I3g40fovNK9UP 1 Jn85zR7Og2k6jr7MLQKKOSyb7LE 12-3-5 15-10-0 20-10-12 5-5-6 I 10-7-4 11-9-0 1 15-8-0 15.1.0 19-2-11 19-9T0 1 26-0-10 I 31-1-0 1 I 5..5-6 5-1-14 1.1-1i 3-4-11 0-10 3-4-11 0.65 5-1-14 5-0-6 0-6-5 0-1-0 1-1-12 5x5= Scale=1:71.3 7 27 1 r 3x4= 3x4= 2x4 11 6 �` 8 2x4 11 5 1 20 9 1.5x4 II I 4x7-i 3x5- v 4x7:� C 8.00,12 3x5 i 4 10 3 0e •e 11 4x4 i �2 25 2 1 10-0-0 1 1_/' =- = 1= o� rlfai -.�� • 19 18 17 16 15 14 .13 4x10 II 1.5x4 I 4x7= 3x4= 6 = 6x6 WB= 3x4 11 3x8= 1 5.5.6 1 10-7-4 + 15-8-0 15- 0 20-10-12 I 26-0-10 I 31-1-0 1 5-5-6 5-1-14 5-0-12 0-2-0 5-0-12 5-1-14 5-0-6 Plate Offsets(X,Y)-- [1:0-3-8,Edgel,[4:0-3-8,Edgel,f10:0-3-8,Edgel,114:0-3.8,0.1-81,116:0-3-0,0-4-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in pot) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.32 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.60 16-17 >618 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.06 13 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Attic -0.23 16-17 528 360 Weight:214 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc puffins, except 4-7.7-10:2x6 SP No.1D end verticals. BOT CHORD 2x4 SP No.1D*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 15-18:2x6 SP No.1 D JOINTS 1 Brace at Jt(s):20 WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x6 SP No.2 2-6-0 Installation guide. REACTIONS. (lb/size) 1=1318/0-5-8,13=1325/0-5-8 Max Horz 1=331(LC 11) Max Uplifts-278(LC 12),13=-273(LC 12) Max Grav1=1524(LC 18),13=1535(LC 19) FORCES. (Ib)-Max.Comp-/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-917/98,2-25=-2147/418,3.25=-2115/429,3-4=-2074/352,4-5=-19731369, 5-6=-1527/392,8-9=-1545/393,9-10=-1975/368,10-11=-2088/350,11-28=-1895/380, 12-28=-2003/367,12-13=-1462/325 BOT CHORD 1-19=-279/1939,18-19=-279/1939,17-18=-278/1942,16-17=-90/1722,15-16=-254/1600, WEBS 3-17=-355/251,5-17=-58/753,6-20=-1816/421,8-20=-1816/421,9-16=-53/728, s∎``�^NS,A.4 /I', 11-16=-264/220,11-14=-428/60,12-14=-181/1479 %• 00.••'•"•• <01,e, $,,,e •' \G E N S• •q2 •• NOTES •• • 1)Unbalanced roof live loads have been considered for this design. No 39380 •. _, 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25tt;B=45ft;L=31ft;eave=4lt;Cat.1E Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-1-5,Interior(1)3.1-5 to 15-9-0,Exterior(2)15-9-0 to - — - 18-10-5 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactio e Q ,� 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. %- . T' 1�, •e 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will .!""'3' � fit between the bottom chord and any other members. i� ••• \�•� R 1 • G' 6)Bottom rho dload ve load(40.0 psf)and additional bottom chord dead lload(5.0 psf)applied only to room.16-17 9-16 �''161;911.1,:./.N A1-�? Job Truss Truss Type Qty Ply Glen Layton Hms/Marlier/JK 77445342, J150142 C10 Attic 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:07:44 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzWi80-kFrRuO1 HZDVBne_DtUfKVegYQS4NSCcVZ43tyuyb7LD 12.3-5 19-9-0 I 5-5-6 I 10-7-4 11.9.0 1 14-0-0 17-6-0 19.2.11 ,2p-10-1? 260.10 I 31-1-0 5.5.6 5.1.14 `t-1-12' 1-8-11 ' 3-6-0 1-8-11 0.6-5 5.1.14 5-0-6 0-6-5 1-1-12 5x5 Scale=1:62.8 5x5= 3x4= 7 8 •�' 3x4= 2x4 I I 6 => 2x4 I I 5 21 22 10 28 - 1.5x4 II 1.5x4 II 29 4x7�i 4x7 c 3x5 i 11 3x5* q 8.00 12 4 ra. .. 12 Cu 3 r 30 4x4 27 NONN 2 3x6 I 13 1 �✓ I I 5 _,f I' - �� -- Li d e e 20 79 18 17 16 15 14 � 4x10 !I 1.5x4 I i 4x7 3x4= 6x6= 6x6 WB 3x4 I 3x8= 5.5E i 10-7-4 I 20-10-12 I 26-0-10 31-1-0 5-5-6 5-1-14 10-3-8 5-1-14 5-0-6 Plate Offsets(X,Y)-- [1:0-3-8,Edgel,[4:0-3-8,Edge],[7:0-2.8,0-1-13],[8:0-2-8,0-1-131,[11:0-3-8,Edge),[15:0-3-8,0-1-8],[17:0-3-0,0-4-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.32 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.59 17-18 >631 180 BCLL 0.0 • Rep Stress Incr YES WB 0.76 Horz(TL) 0.06 14 n/a rUa BCDL 10.0 Code FBC2010/TPI2007 1 (Matrix-M) Attic -0.23 17-18 530 360 1 Weight:209 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except` TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, except 4-7,8-11:2x6 SP No.1 D end verticals. BOT CHORD 2x4 SP No.1 D'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 16-19:2x6 SP No.1 D WEBS 1 Row at midpt 6-9 WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x6 SP No.2 2-6-0 Installation guide. REACTIONS. (lb/size) 1=1318/0-5-8,14=1325/0-5-8 Max Horz 1=301(LC 11) Max Uplift1=-278(LC 12),14=-273(LC 12) Max Grav1=1530(LC 18),14=1542(LC 19) FORCES. (Ib)-Max.Comp-/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-909/110,2-27=-2156/455,3-27=-2124/467,3-4=-2064/398,4-28=-1976/409, 5-28=-1964/416,5-6=-1521/437,6-7=-76/280,7-8=0/408,8-9=-84/264,9-10=-1539/438, 10-29=-1967/415,11-29=-1978/408,11-12=-2079/397,12-30=-1904/415, 13-30=-2011/402,13-14=-1468/349 BOT CHORD 115-16=-284/1594 0=- /124,19-20=-325/1924,18-19=-324/1927,17-18=-131/1719,16-17=-283/1599, ,,,��001111•11/iii. ,�,, WEBS 5-18=-62/747,10-17=-57/722,6-21=-1968/433,21-22=-1960/432,9-22=-1980/433, •\N OM �e ''j 3-18=-356/248,12-17=-252/222,12-15=-425/74,13-15=-207/1484 ;ss,�`T.•• C E•N S'�•.94i/'ii • i NOTES- No 39380 •;__ T. 1)Unbalanced roof live loads have been considered for this design. : -*" • 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25fF B=45ft;L=3lft;save=oft;Cat. ' Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-1-5,Interior(1)3.1-5 to 14-0-0,Exterior(2)14-0-0 to ; 17-6-0,Interior(1)21-10-12 to 30.11-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members ana'O • f ■ forces MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 � ��`� :41.1. 3)Provide adequate drainage to prevent water ponding. 1,:-...1‘ .4 ,: 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •• •Z O R 1 v• •r?``%• 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 i, S ........ `% 6)Ceiling dead load t(5 0 psf)on member(s).5-6,9-10,6-21,21-22,9-22; Wall dead load(5.0psf)on member(s).5-18,10-17 ��i s��N A��.�� 7)Bottom chord live load(40.0 psi)and additional bottom chord dead load(5.0 psi)applied only to room.17-18 Thomas A.Alban!PE do.39380 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=278, 14=273. MITek USA,Inc.FL Cert 6634 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 6904 Parke East Blvd.Tampa FL 33610 10)Attic room checked for U360 deflection. Date: September 22,2015 ■ 1 o WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/201S BEFORE USE. Design valid for use only with Mliek connectors.This design Is based only upon parameters shown.aid Is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not tress designer.Bracing shown Is for lateral su{tpon of IndNirlu l web members only. Additlond temporary tracing to Insure stab during construction Is the resrxxnsibllllty of the MITBk• erector. Aadlfl l on permanent tracing of the overall structure Is the responsibility of the txA<tng designer.For general guidance regarding fabda:aton,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Intonation avalable from Truss Plate institute.781 N.Lee Sleet,SuIte 312.Alexan:Lk1,VA 22314. Tampa.FL 33610 Job !Truss Truss Type aty Ply Glen Layton Hms/Matlier/JK T7445343 J150142 IC11 HIP 1 1 I Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 22 10:07:45 2015 Page 1 ID:H9grk6J2oFpNr FFp2eNhhkzW i80-CRPp5m2vKXe2PoYPRCAZ28DikrUaBksfokpRUKyb7LC I 6-1-12 12-0-0 19.6-0 25-4-4 31-1-0 6-1-12 5-10-4 7-6-0 5-10-4 5-8-12 4x10= Scale=1:56.0 5x5= 4 19 20 21 22 5 e 8.00 12 23 3x5 i 18 3x5 3 6 4. 40 24 4x4 i 17 3x6 2 \ 7 rJ I; 1 i' -- .n Y 12 11 25 10 9 8 4x7 1 1.5x4 l' 5x5= 3x8= 4x4= 3x6 I I 6-1-12 12-0-0 19.6-0 I 25-4-4 I 31-1-0 6-1-12 5-10-4 7-6-0 5-10-4 5-8-12 • Plate Offsets(X,Y)-- 11:0-2-4,0-0-41,14:0-7-12,0-2-01,15:0-2-8,0-1-131,111:0-2-8,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.12 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(L) -0.27 10-11 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.44 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:190 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-3-10 oc bracing. OTHERS 2x4 SP No.2 WEBS T-Brace: 2x4 SP No.2-4-10 SLIDER Left 2x6 SP No.2 2-6-0 Fasten(2X) T and I braces to narrow edge of web with 10d(0.131"x3") nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer I Installation guide. I REACTIONS. (lb/size) 1=1145/0-5-8,8=1145/0-5-8 Max Horz 1=262(LC 11) Max Uplift1=-411(LC 12),8=-411(LC 12) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-572/153,2-17=-1567/676,3-17=-1453/691,3-18=-1301/635,4-18=-1218/660, 4-19=-1047/615,19-20=-1047/615,20-21=-1047/615,21-22=-1047/615,5-22=-1047/615, 5-23=-1189/650,6-23=-1280/625,6-24=-1400/635,7-24=-1494/620,7-8=-1089/500 "‘111111/1, BOT WEBS HORD 3 1-12=-506/1376,-11 450/245,4-111 112/458,5-10=-106/397,6-10=392/218,911 371/1060 9-10=-457/1180 ��.0 PS A A, i,'e� S• •9 ∎i NOTES- ♦♦�,�� ••-\G E N 2 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25th B=45it;L=31ft;eave=41h Cat.11 • No 39380 i Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0.0-0 to 3-1-5,Interior(1)3-1-5 to 12-0-0,Exterior(2)12-0.0 to r, 23-10-12,Interior(1)23-10-12 to 30-11-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members: and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 :-0 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. • B - tf 5)'This truss has been designed for a live load of 20.0psi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will i�� .- ,, „ ♦♦ fit between the bottom chord and any other members,with BCDL=10.0psf. ,�` . 0 R 1'0.`•• •\,♦♦ 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)1=411, , ,c,•......•1�\ �♦• 8=411.7)Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 'It.' �,,ti 11 Al%%S 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. Thomas A.Alban)PE No.39380 MWTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 � I � 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. Design valid tot use only with Weir connectors.!his design Is based only upon parameters shown-end Is for an individual building component. Appllcat�llty of design Ixrarnetors and proper Incorporation of component Is ropxxsWity of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary tracing to Insure stobllty dtaing construction Is the reslxxWbllity of the MiTek erector. Addltlorlal permanent tracing of the overall structure Is the responsibility of the tiding designer.For general gtlklance regarding fatrlcatton.quality control-storage,delivery,erection and tracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and 8CSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Sheol.Suite 312.Alexandrkr-VA 22314. Tampa.FL 33610 rTruss Truss Type Qty Ply Glen Layton Hms/Marlier/JK T7445344 C12 ,Hip 1 1 Job Reference(optional) Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 22 10:07:46 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzWi80-gdzCJ63X5gmv1y7c?vhoa3lyKFl5w5zo1OY_Onyb7LB 2 I 10-0-0 1 15-9-0 21-6-0 26-4-4 31-1-0 12 4-10-4 5-9-0 5-9-0 4-10-4 4-8-12 Scale=1:55.1 4x4= 3x8= 4x4= 4 19 20 5 21 22 6 8.00 12 \ 1.5x4 O /NM 23 4x4 ■ 18 7 3 24 A 7 2x4 I\/ N it- EL rt'1 v j 7 12 25 ��1+11111 26 10 19 4x10 H 3x8= 5x5= 3x8= 6x6= 10-0-0 15.9.0 21.6-0 31.1-0 10-0-0 I 5-9-0 5-9-0 { 9-7-0 Plate Offsets(X,Y)-- [1:0-3-8,Edge),[11:0-2.8,0-3-01 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.22 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.56 9-10 >668 180 BCLL 0.0 " Rep Stress Incr YES WB 0.77 Horz(TL) 0.07 9 n/a rVa BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:189 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-9 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. OTHERS 2x4 SP No.2 WEBS T-Brace: 2x4 SP No.2-5-12,5-10 SLIDER Lett 2x6 SP No.2 2-6-0 Fasten(2X) T and I braces to narrow edge of web with 10d(0.131"x3") nails,61n o.c.,with 3in minimum end distance. Brace must cover 90%of web length. MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer i 1 Installation guide. REACTIONS. (lb/size) 1=1145/0-5-8,9=1145/0.5.8 Max Horz 1=223(LC 11) Max Uplift1=-411(LC 12),9=-41 1(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-950/98,2-17=-1549/706,3-17=-1466/721,3-18=-1393/658,4-18=-1321/679, 4-19=-1124/630,19-20=-1124/630,5-20=-1124/630,5-21=-1093/617,21-22=-1093/617, 6-22=-1093/617,6-23=-1286/664,7-23=-1365/643,7-24=-278/121,8-24=-309/110, X1%l 11 t 1111 8-9=-269/141 0%, S A. ,�� BOT CHORD 1-12=-542/1363,0 12-25=-454/1333,11-25=-454/1333,11-26=-454/1333,10-26=-454/1333, ,``.%O,P................. , , ,■ WEBS 3-12=-308/215,4-12=-176/491,5-12=-361/139,5-11=0/252,5-10.404/164, ,�'`` • V\G E NS,• • , l••• i s-1o.n6/ass,7-9=-1262/583 No 39380 o' 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=4.2psh BCDL=3.Opsf;h=25ft;B=45ft;L=31ft;eave=aft;Cat.tt...z.------* 'O • . ,: Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-1-5,Interior(1)3-1-5 to 10-0-0,Exterior(2)10-0-0 to .. • . •• 25-10-12,Interior(1)25-10-12 to 30-11-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members ' _T _ �A" :e� and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 '0,-.4 c .� 3)Provide adequate drainage to prevent water ponding. ie O R 1�•••,?`�4. 4)This truss has been designed fora 10.0 pst bottom chord live load nonconcurrent with any other live loads. oi•ss�••"•••••Ey ,∎% 5)'This truss between the been m thorned d for a live load of members,with the bottom t O.chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will I��IO N/�,I,,�r,� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(It=1b)1=411, Thomas A.Albanl PE No.39380 9=411. Welt LISA,Inc.FL Cert 6634 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 6904 Parke East Blvd.Tampa FL 33610 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. Date: September 22,2015 ■ Q WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16?015 BEFORE USE. NI I Design valid for use only with Mnek connectors.this design is Cased only upon Ixyameters shown.and Is for an Individual bulking component. Applicablity of design pcsameters and proper Incorporation of component is responsibility of balding designer-not truss designer.Bracing shown Is for lateral su4)taort of IndMdual web members only. Additional temporary bracing to insure statAlty during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the resix>nri ility or the bulking designer.Fox general guidance regarding MiTek• fabrication,n,quality control.storage.delivery.erection and bracing.consult ANSI/TPI I Quality Crteda,DSB•89 and BCSI Building Component ( 6904 Parke East Blvd. Safety Infomtatlon avclable from truss Plate InstItute.781 N.Lee Street,Suite 312.Alexandrkr.VA 22314. Tampa.Ft. 33610 Job Truss Truss Type Qty I Ply Glen Layton Hms/Marlier/JK 77445345 J150142 C13 Hp 1 1 I Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:07:47 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkz W i80-8gXaW S39s8ume6ioYdC17H1I mf 7UfcEyG21YZDyb7LA 4-1-12 ■ 8.0.0 i 15-9-0 I 23-6-0 27-4-4 I 31-1-0 4-1-12 3-10-4 7-9-0 7-9-0 3-10-4 3-8-12 Scale=1:54.2 4x4= 3x8= 4x4= 4 19 5 20 21 6 E] rrz1. Et 8.00 112 1.5x4 Q / N 4x4 Q 7 ,.y fa 22,� 0 4x4�i 7 � N 2x4 I I rfr 2 r.• N : if, c 7 all - 14 12 11 24 10 9 4x7 I 3x8= 5x5= 3x8= 6x6= 8.0-0 i 15-9-0 I 23-6-0 31-1-0 8-0-0 7-9-0 7-9-0 7-7-0 Plate Offsets(X,Y)-- (1:0-2-4,0.0-4],(11:0-2.8,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.87 Vert(LL) -0.10 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.25 11-12 >999 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.51 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:178 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-7 oc bracing. OTHERS 2x4 SP No.2 WEBS T-Brace: 2x4 SP No.2-5-12,5-10 SLIDER Left 2x6 SP No.2 2-6-0 Fasten(2X) T and I braces to narrow edge of web with 10d(0.131'x3") • nails,bin o.c.,with 3in minimum end distance. Brace must cover 90%of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. I REACTIONS. (lb/size) 1=1145/0-5-8,9=1145/0-5-8 Max Horz 1=184(LC 11) Max Uplift1=-411(LC 12),9=-411(LC 12) • FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-646/143,2-17=-1557/715,17-18=-1509/723,3-18=-1501/725,3-4=-1459/705, 4-19=-1207/643,5-19=-1207/643,5-20=-1155/622,20-21=-1155/622,6-21=-1155/622, 6-7=-1419/680 ,41111111/III BOT CHORD 1-12=-552/1331, 9-10=-481/1094 12-23=-621/1647,11-23=-621/1647,11-24=-621/1647,10-24=-621/1647, `,,,,��APS A q��l, WEBS 4-12=-173/508,5-12=-594/228,5-11=0/344,5-10=-654/258,6-10=-170/492, ,� ��``,+•,•G E N :7+,1.� • 7-9=-1321/594 `� '� •••\,\ S.• • ♦ NOTES- � No 39380 ' 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psh BCDL=3.0psf;h=251t;B=45ft;L=31ft;eave=4lt;Cat.C Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0.0.0 to 3-1-5,Interior(1)3-1-5 to 8-0-0,Exterior(2)8-0-0 to -fl; i.- •e... 27-10-12,Interior(1)27-10-12 to 30-11-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members • 6 T, �, and forces&MWFRS for reactions shown;Lumber OOL=1.60 plate grip DOL=1.60 R -ft-� • ,z. 3)Provide adequate drainage to prevent water ponding. ,'-fP O `.. �' Z 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦e Cs 0 R 1 e-,,� 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 -i,' S.•••••••*�G1f `N, 6 fit Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except t=Ib 1=411, lit�J,II 11 A11 1111`, ( Y ) 9P p 9 P 1 O P (it=lb) 9=411. Thomas A.Albani PE No.39380 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. MITek USA,Inc.FL Cart 6634 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 o WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02116/2016 BEFORE USE. NI Design valid for use only with Mnek connectors.This design Is based only upon parameters shown.and Is fa on individual btlding corntxrnent. Applicability of design paaneters and proper incaporatk>n of component Is responsibility of brM<lYg designer•not truss designer.ifr<x:irg shown Is for lateral stppod of kldNklu l web members only. Additional temporary bracing to Insure stability during construction is the resronsIbIlity of the ! MiTek- erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIt Quality Criteria,0SB-89 and BCSI Building Component 6904 Parke East Bled. Safety Information avdaltle from Truss Rate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply 1 Glen Layton Hms/Marlier/JK I T7445346 .J150142 C14 Hip Girder 1 1 I Job Reference(optional) Manning Building Supplies, Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:07:48 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzWi80-c05yko4ndSOdGFH_6KjGgUrBG3TcO0p5Ui155tyb7L9 3-1-12 l 6-0-0 I 10-11-6 15-9-0 20-6-10 { 25-6-0 28.4.4 31-1-0 , 3-1-12 2-10-4 4-11-6 4-9-10 4-9-10 4-11-6 2-10-4 2-8-12 Scale=1:55.9 NAILED NAILED NAILED NAILED NAILED 5x8= = NAILED 1.5x4 I NAILED 3x8 NAILED 1.5x4 II NAILED 5x8 8.00 12 4 23 24 5 25 26 6 27 28 29 7 30 31 328 —,2■111.1II 1•I0II■ili■IM^.7 iUIMINMEIri�1•In11•1111•11111111III 3x5* 3x5 9 i 3 4x7 i 9 %' 4x7�� o 2 10 ° �� M I.- c ■o 33 34 35 36 37 38 39 40 41 42 18 17 16 15 14 13 12 11 5x8 II 1.5x4 I I 3x4- NAILED 4x10= 5x10 MT2OHS= NAILED 4x10- NAILED 6x6= 3x8= 3x8 MT2OHS II NAILED NAILED NAILED NAILED NAILED NAILED NAILED ■ 3-1-12 I 6-0-0 i 10-11-6 15-9-0 I 20-6-10 25-6-0 { 28-4-4 I 31-1-0 3-1-12 2-10-4 4-11-6 4-9-10 4-9-10 4-11-6 2-10-4 2-8-12 Plate Offsets(X,Y)-- [1:0-2-12,0-0-8],[4:0-5-12,0-2-0],[8:0-5-12,0-2-0],[12:0-3-8,0-1.8],[15:0-5-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (roc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(TL) 0.29 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.45 15-16 >823 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(TL) 0.15 11 n/a Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:193 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except' TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins, except 4-8:2x4 SP No.1 D end verticals. BOT CHORD 2x4 SP No.1 D BOT CHORD Rigid ceiling directly applied or 4-0-8 oc bracing. WEBS 2x4 SP No.2 1 MiTek recommends that Stabilizers and required cross bracing 1 SLIDER Left 2x6 SP No.2 2-6-0 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=2392/0-5-8,11=2648/0.5.8 Max Horz 1=144(LC 7) Max Uplift 1=-1434(LC 8),11=-1631(LC 8) Max Grav 1=2392(LC 1),11=2665(LC 30) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1103/639,2-3=-3362/2083,3-4=-3497/2220,4-23=-4135/2647,23-24=-4135/2647, 5-24=-4135/2647,5-25=-4135/2647,25-26=-4135/2647,6-26=-4135/2647, 6-27=-4167/2686,27-28=-4167/2686,28-29=-4167/2686,7-29=-4167/2686, 7-30=-4167/2686,30-31=-4167/2686,31-32=-4167/2686,8-32=-4167/2686, 8-9=-3612/2324,9-10=-3094/1923,10-11.2610/1620 BOT CHORD 1-18=-1605/2642,18-33=-1605/2642,17-33=-1605/2642,17-34=-1792/2912, ,11111 t I III 34-35=-1792/2912,16-35=-1792/2912,16-36=-2779/4553,36-37=-2779/4553, ,•-It/, III 14-40=-1840/3000,40-41=-1840/3000,1341=-1840/3000,13-42=-1528/2520, �•, °Vv.PS A q�B,�''. '9 ■ 12-42=-1528/2520 �. --., ••'% E N SF'••;1i '. WEBS 3-17=-413/447,4-17=-178/422,4-16=-1021/1681,5-16=-504/425,6-16=-619/367, • 6-15=-44/382,6-14=-545/313,7-14=-510/437,8-14=-977/1642,8-13=-316/658, •• NO 393.80 9-13=-507/653,9-12=-795/531,10-12.1559/2543 NOTES- ::-fl / • : 1)Unbalanced roof live loads have been considered for this design. • _ • 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=3111 eave=4ft;Cat.Ih..-QY • '4� Exp C;End.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.6t.'Y .4s •- c �4. plate grip DOL=1.60 '' �61e:' .......O R 0•\''Gam. •3)Provide adequate drainage to prevent water pending. 1/, . -N `� 4)Thisltruss has een designed for a 10.0 otherwise f bottom chord live load nonconcurrent with any other live loads. ,,/"/1111111%"-�li A `, g ps Y 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 Thomas A.Albans PE No.39380 fit between the bottom chord and any other members. Mifak USA,Inc.FL Cert 6634 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=1434, 8904 Parke East Blvd.Tampa FL 33610 11=1631. Dom: 8)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. September 22,2015 9)'NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. o WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mnok connectors.this design is based only upon parameters shown,and Is for an txivldual bt ldIng compxmenl. 111111 Appllcat>tlty of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of lldlvklual web members only. Additional temporary tracing to Inure stability(filing construction Is the responsibility of the MiTek' erector. Adaieonal permanent bracing of the overall structure Is the responsibility sbility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and tracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component i 6904 Parke East Blvd. Safety Information avertable from Truss Plate Institute.781 N.tee Sheet.Suite 312.Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Glen Layton HmsiMarlier/JK T7445346 J150142 C14 Hip Girder 1 1 ,Job Reference(optional) Manning Budding Supplies. Jacksonville,FL 7.630 s Jul28 2015 MiTek Industries,Inc. Tue Sep 22 10:07:48 2015 Page 2 I D:H9grk6J2oFpN rFFp2eN hhkz W i80-c05yko4ndS0dG F H_6Kj Gg U rBG3Tc00p5U 1155f yb7L9 NOTES- 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)329 lb down and 373 lb up at 6-0-0,and 299 lb down and 353 lb up at 25-6-0 on top chord,and 238 lb down and 188 lb up at 6-2-2,and 505 lb down and 327 lb up at 25-3-2,and 409 lb down and 279 lb up at 25-8-2 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 • Uniform Loads(pit) Vert:1-4=-54,4-8=-54,8-10=-54,11-19=-20 Concentrated Loads(lb) Vert:4=-142(F)8=31(F)17=-238(F)15=-58(F)6=-88(F)13=-505(F)23=-88(F)24=-88(F)25=-88(F)26=-88(F)27=-88(F)29=-88(F)30=-88(F)31=-88(F)33=-177(F) 34=-58(F)35=-58(F)36=-58(F)37=-58(F)38=-58(F)39=-58(F)40=-58(F)41=-58(F)42=-409(F) 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02/16/2015 BEFORE USE MT Design valid for use only with Mllck connectors.This design Is based only upon rxnanefers shown,and is kx on individual building con i onent. Applicability of design parameters and proper hcogx>ratton of coerx>rnent Is responsibility of building designer•not truss designer.(tracing shown I Is for lateral support of Irxfivldud web members only. Additional temporary bracIng to Insure stability during construction Is the responsibility 01 the MiTek' erector. Adcitlonal permanent bracing of the overall structure Is the responsll>Illty Cl the building designer.For general guidance tegarclhg fabrication quality control.storage,delNery.erection and brachg,consult ANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Rafe Instiute.781 N.Lee Street Suite 312,Alexandria.VA 22314. Tanga.FL 33610 Job Truss Truss Type dry I Ply I Glen Layton Hms/Marirer/JK I 77445347; J150142 D01 COMMON SUPPORTED GAB 1 I 1 I I Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 Mask Industries.Inc. Tue Sep 22 1007:49 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzWi80-4CIKx85QNI8UuPsAg1FVCiNZWT?M7enFjMned5yb7L8 9-0-0 i 18-0-0 I 9-0-0 9-0-0 • Scale=1:37.5 4x4- 5 I1 4 6 8.00 12 ■ ■ ■ 111111 3 7 ■ 2 8 ■ ■ r r w r r r r r r r r 4 3x4 i 16 15 14 13 12 11 10 3x4 Q 18-0-0 l I 18-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) rVa - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) 1Va - 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 FBC2010/TP12007 (Matrix) Weight:91 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing . be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 18-0-0. (Ib)- Max Horz 1=-162(LC 10) Max Uplift All uplift 100 lb or less at joint(s)14,15,12,11,1 except 16=-121(LC 12),10=-121(LC 12) Max Gray All reactions 250 lb or less at joint(s)13,14,15,16,12,11,10,1,9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=241t;eave=21t;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)0-5-3 to 3-5-3,Exterior(2)3-5-3 to 9-0-0,Comer(3)9-0.0 to 12-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry 0,011111i/is, Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ��t S A it, 4)All plates are 1.5x4 MT20 unless otherwise indicated. %s ON • 44 �j 5)Gable requires continuous bottom chord beating. ,.:x• •'..........•..e'7ij'. 6)Gable studs spaced at 2-0-0 oc. . \, F ••• , 0 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 • No 39380 ..a-_ fit between the bottom chord and any other members. • 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14,15,12,11,1 except(jt=lb)16=121,10=121. 7.-•-O • s - 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. • - ..1."0-'---16-- . �.r' . 'e'',/, �O N....... l��0%• Thomas A.Alban!PE No.39380 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 • V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/F7473 rev.02/16/2016 BEFORE USE. tilt Design valid for use only with Mild(connectors.This design Is txlsod only upon fxTameters shown,and is for an indvidual tr&Iding component. Applicability of design paameters and proper Incorporation of component Is responsibility of LxYciing designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing lo Insure stabltty during construction Is the responsibility of the Milk**erector. Additional permanent tracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and tracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information avalable from truss Plate institute.781 N.One Street.Suite 312.Alexandria,VA 22314. Tampa.FL 33610 ', Job Truss Truss Type Qty Ply I Glen Layton Hms/Marlier/JK ! T7445348! .1150142 D02 Common 4 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 Milek Industries.Inc. Tue Sep 22 10:07:50 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzW i80-YPDi8U6283GKVZRNEImklvwixsFn53hOy0W C9Yyb7L7 4.7.12 I 9-0-0 13-4-4 18-0-0 4-7-12 4-4-4 4-4-4 4-7-12 5x5= Scale=1:42.7 4 A. i i 8.0012 19 20 1.5x4\\ 1.5x4// 3 5 1 18 • 21 4X4 i qxq 6 2 � 1 1 ` 7 Ig 9 22 23 8 3x8 I 3x4= 3x4= 3x8 II 6.1-3 I 11-10-13 i 18-0-0 6-1-3 5-9-11 6-1-3 Plate Offsets(X,Y)-- [1:0.2.12,0-1-41,[7:0-5-1,0-1-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(TL) -0.06 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.11 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.02 7 n/a rta BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:100 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.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 2-0-0,Right 2x6 SP No.2 2-0-0 be installed during truss erection,in accordance with Stabilizer ' Installation guide. REACTIONS. (lb/size) 1=666/0-3-8,7=666/0-3-8 Max Horz 1=-170(LC 10) Max Uplift1=-239(LC 12),7=-239(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-392/111,2-18=-840/356,3-18=-818/366,3-19=-864/405,4-19=-846/424, 4-20=-846/424,5-20=-864/405,5-21=-818/366,6-21=-840/356,6-7=-392/111 BOT CHORD 1-9=-216/732,9-22=-71/500,22-23=-71/500,8-23=-71/500,7-8=-216/652 WEBS 4-8=-166/387,5-8=-260/202,4-9=-166/387,3-9=-260/202 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=4.2ps1;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; 0111111/gs" Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 9-0-0,Exterior(2)9-0.0 to 12-0-0 `‘� "l zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; ,`∎S� Ors A. '1446,-.,, Lumber DOL=1.60 plate grip DOL=1.60 �• .2. G E N S•• '9�1- i. i 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �C '� •:•,. \ �'., vj•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.t. • fit between the bottom chord and any other members,with BCDL=10.0psf. 'ft N O 39380 �. ._ 1. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=Ib)1=231 7=239. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. =,- . — T, �. Thomas A.Albans PE No.39380 MRek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 f WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M/1-7473 rev.02/16!2015 BEFORE USE. ��. Design valki for use only with MITek connectors.This design Is based only upon txx<xnoters shown,and Is for an Individual building component. Applk:aWlly or design parameters and proper incorporation of component Is responstVABy of building designer•not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to Insure stability curing conshuctlon is the responsibility of the �' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regar T®�- ding 1 fabrication,crudity control,storage.delNery.erection and tracing,consult ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ayatdtle from Truss Plate institute.781 N.Lee Street.Suite 312.Alexa n drka.VA 22314. I Tampa,FL 33610 Job ITruss Truss Type Qty i Ply 1 Glen Layton Hna/Marlier/JK T7445349 J150142 IE01 Scissor 5 1 li Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul28 2015 MiTek Industries.Inc. Tue Sep 22 10:07:51 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzWi80-1bn5Mg6gvNO87jOZnSHzH7Tk2GT7bUAXAgGIi_yb7L6 4-11-12 9-8-0 I 14-4-4 I 19-4-0 I 4-11-12 4-8-4 4-8-4 4-11-12 4x4- Scale=1:45.7 4 • r 8.00 12 22 likiiiihb., 3x5 ii 3x5 Q 5 uf 3 / L Al ri 9 24 5x5 i 2 21 5x8= 5x5�� 6 y, cli 1 10 8 Ali 7 /% 1.5x4 II 1.5x4 II ,1 c . I - TI 5.0012 °- 5x12 II 5x12 Ii I 4-11-12 I 9-8-0 I 14-4-4 i 19-4-0 I 4-11-12 4.83 4-8-4 4-11-12 Plate Offsets(X,Y)-- 11:0-0-1,Edge],17:0-7-1,Edge) 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 0.79 Vert(TL) -0.14 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.34 9-10 >687 180 BCLL 0.0 • Rep Stress Incr YES WB 0.26 Horz(TL) 0.29 7 n/a rVa BCDL 10.0 I Code FBC2010/TPI2007 (Matrix-M) Weight:105 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-9-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing 1 SLIDER Left 2x8 SP No.1D 2-6-0,Right 2x8 SP No.1D 2-6-0 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=727/0-7-4,7=704/0-5-8 Max Horz 1=-183(LC 10) Max Uplift 1=-261(LC 12),7=-253(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-1=-461/172,2-21=-1507/565,3-21=-1482/580,3-22=-1365/436,4-22=-1325/450, 4-23=-1325/453,5-23=-1369/439,5-24=-1564/614,6-24=-1588/599,6-7=-784/295 BOT CHORD 1-11=-426/1450,1-10=-397/1337,9-10=-413/1384,8-9=-446/1379,7-8=-436/1334 WEBS 4-9=-306/1153,5-9=-336/251,3-9=-253/220 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=4.2psf;BCDL=3.Opsf;h=2511;B=4511;L=2411;eave=4ft;Cat.II; 01111111g., Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0.0 to 3-0-0,Interior(1)3-0-0 to 9-8-0,Exterior(2)9-8.0 to 12-8-0 ,�� I�t zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; NN 0•1%-" A. Abe�i,�� Lumber DOL=1.60 plate grip DOL=1.60 eeN • -'E N 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. • " •;•\,\ Sit`••4,. °• 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will • fit between the bottom chord and any other members. N O 39380 9.380 i 5)Bearing at joint(s)1,7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify * • capacity of bearing surface. . 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=261/.3 t �� 7=253. T' .:�': - 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. . .- - �'e�5•cOR1O• �� .• Thomas A.Albans PE No.39380 MWTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev.02/16/2015 BEFORE USE. Design vdki for use only with Wok connectors.ihls design is based only upon paameters shown.rnd Is for on YxAvldud bulking component. �� Applicability of design paaneters and pour/incorporation 01 component k responsibility of building designer-not truss designer.Bracing shown Is for lateral support of IrsdMdu ll web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the M iTek' erector. Addtlond permanent tracing of the overall structure Is the responstrlllty of the building designer.For general guidance regarding fabrication,quality control.storage,delivery.erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. • Safely Information available Born Truss Plate Institute.781 N.Lee Street.Suite 312.Nexandrkt.VA 22314. Tampa.FL 33610 Job Truss :Truss Type Oty Ply I Glen Layton Hms/Marlier/JK 77445350 J150142 Jot Corner Jack 4 1 Job Reference(optional) 1 Manning Building Supplies, Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:08:12 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkz W i80-veYt m?Nrzq 1 D8y7bW N9ueYgV5kr002Rd?RrMwGyb7Kn 1 2-0-0 Refer to MiTek"TOE-NAIL"Detail for connection to 2-0-0 supporting carrier truss(typ all applicable jacks on this job) , Scale=1:9.4 3.50 12 1 3 1 r 2 / \‘: 1 n .. i ._ — I d 1 1 • 60+ 3x4 4 3x5 :I • I 2-0-0 2-0-0 Plate Offsets(X,Y)-- 11:0.1-8,0-1-151 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 >999 180 BCLL 0.0 • Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 SP No.2 1-6-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer l Installation guide. REACTIONS. (lb/size) 1=74/0-5-8,3=48/Mechanical,4=25/Mechanical Max Horz 1=24(LC 12) Max Uplift)=-18(LC 12),3=-30(LC 12),4=-4(LC 12) Max Gray 1=74(LC 1),3=48(LC 1),4=31(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24it;eave=4ft;Cat.11; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 ,`,,,1 /1,', fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. `••OwAN A '44 '11 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 18 lb uplift at joint 1,30 lb uplift at joint 3 ,`%�� •,. G E N d.,:..14,-,,, and 4 lb uplift at joint 4. V. •, 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. • Z. • No 39380 ea. L 1' . ill"0 N A� �.0' Thomas A.Alban)PE No.39380 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 i 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE- Design valid for use oily with Mitek connectors.Tats design Is based only upon parameters shown,and is for an Individual bidding comp o nenl. • Applicat>tlty of design parameters and proper Incorporation of component Is responsibility of txildktg designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary txa:Ing to Insure slabllty during co structIo n is the responsibility of the Mile I(erector. Additlorxl permanent bracing of the overall structure Is the responsibility of the bolding designer,for general guidance regadIng fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/TPIt Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. • Safety Information available from Truss Rate Institute,781 N.lee Street.Suite 312,Alexandria.VA 72314. Tampa.FL 33610 Job Truss Truss Type Qty I Ply 'Glen Layton Hms/Madier/JK 77445351 J150142 J02 Comer Jack 2 1 Job Reference(optional) ' Manning Building Supplies. Jacksonville,FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:08:12 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzWi80-veY1m?Nrzg1D8y7bWN9ueYgSrkprO2Rd?RrMWGyb7Kn 4-0-0 4-0-0 Scale=1:12.3 3 3.50 7i 12 9 3x4 2 • • 1 0 4 3x5 II 4-0-0 l 4-0-0 Plate Offsets(X' X,Y)-- (1:0-1-8,0-1-151 1 • LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.03 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:15 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 SP No.2 1-6-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=146/0-3-8,3=95/Mechanical,4=51/Mechanical Max Horz 1=47(LC 12) Max Uplift'=-41(LC 12),3=-59(LC 12),4=-5(LC 12) Max Grav 1=146(LC 1),3=95(LC 1),4=68(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsh h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 3-11-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psi 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 0011111111./.14� fit between the bottom chord and any other members. �sS% oPS A. '4z 1"j 4)Refer to girder(s)for truss to truss connections. ♦♦�.�.v Cr E jv e-9,,ff��∎ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 41 lb uplift at joint 1,59 lb uplift at joint 3 ♦♦ k \,\ S�`*'. , 1. and 5 lb uplift at joint 4. • 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. No 39380 .__ :• • �•L •• Thomas A.Alban'PE No.39380 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 ■ Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02/16?016 BEFORE USE. Design valid for use only with MlTok connectors.This design is based only upon txxcxeelers shown.and is lot an individual building comtxxrent. Applicability of design parameters and proper Incorporation of component is responsibility of ixlcling designer-not truss designer.Bracing shown Is for lateral support of IndNidual web members only. Additional temporary bracing to Insure stolidity during consktx;tlon Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the bulking designer.For general guidance regcxdhg fabrication,quality control.storage.delivery,erection and tracing.consult ANSI/7P11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate institute.181 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty Ply Glen Layton Hms/Marliert JK 1 17445352 J150142 J03 Jack-Open 6 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MTek Industries.Inc. Tue Sep 22 10:08:12 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzWi80-veY1 m?Nrzg1 D8y7bWN9ueYgTgkpY02Rd?RrMwGyb7Kn 3-5-8 3-5-8 Scale=1:11.6 9 3 3.50 •j 7 3x4 2 1 0 i W 4 '/ 3x5 II 3-5-8 I 3-5-8 I Plate Offsets(X,Y)-- 11:0-1-8,0-1-151 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d j PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 • TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.02 4-7 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) 0.01 1 n/a 1Va I BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 SP No.2 1-6-0 MITek recommends that Stabilizers and required cross bracing ! be installed during truss erection,in accordance with Stabilizer Installation guide. 1 REACTIONS. (lb/size) 1=126/0-3-8,3=82/Mechanical,4=44/Mechanical Max Harz 1=41(LC 12) Max Uplift/=34(LC 12),3=-51(LC 12),4.5(LC 12) Max Grav 1=126(LC 1),3=82(LC 1),4=58(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=2511;B=451t;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 3-4-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,t%I 11 t/ii 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 NOt S A. /Ile fit between the bottom chord and any other members. `•OtA A4B 0j,' 4)Refer to girder(s)for truss to truss connections. s •r ' E N -1 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 34 lb uplift at joint 1,51 lb uplift at joint 3 �∎ •'�,\ SAC`'••2j °o and 5 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. N O 39380 •�___._. . . 1:.,13".•.--V, .4, - ..e:: 1,;--t-,* •: O R,0.,••,—• i,�/',`5,;4NAv 1E�t0 Thomas A.Albans PE No.39380 Mfrek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. meats• Design valid for use only with Mnek connectors.This design Is based only upon parameters shown.and Is for on Individual bullring coup nlent. �of design parameters and proper Incorporation of component k tesporsibN building lty of n not designer- t truss designer.B oclnut shown n Is for lateral support of IndNkltxl web members only. Additional temporary bracIng to Insure scot lity during construction Is the responsibIlnty of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrk:attoa quality control,storage,delivery,erection and bracing.consult ANSI/TP1I Quality Criteria.DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information°vdable from Truss Rate Institute.78)N.Lee Street.Suite 312,Alexandrks,VA 22314. Tampa.FL 33610 Job Truss 'Truss Type I Qty Ply Glen Layton Hrns/Marlier/JK 17445353 J150142 J04 Jack-Open 14 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:0813 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzWi80-Ng6PzLNTk794m5ho44g7AmNaw86TIVhnESbviSiyb7Km 5-9-8 i 5-9-8 ! Scale=1:14.9 3 3.50 12 ! ` 9 • 3x4 cv 2 Z N Y N 1 . Q d o • 0 4 3x6 :l 5-9-8 5-9-8 Plate Offsets(X,Y)-- 11:0-2-8,0-1-151 — LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.08 4-7 >885 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.13 4-7 >511 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 1 n/a n/a i BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) I Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 SP No.2 1-6-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=212/0-3-8,3=139/Mechanical,4=73/Mechanical Max Horz 1=69(LC 12) Max Uplift)=-61(LC 12),3=-86(LC 12),4=-5(LC 12) Max Grav1=212(LC 1),3=139(LC 1),4=102(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-270/0 BOT CHORD 1-4=-304/162 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 5-8-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate ` 011111111/iii' grip DOL=1.60 �� ^S A, , 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,v p., 44 , •3 •This truss has been designed for a live load of 20.0 psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will •• j3. •'•*•• e-9 �0 9 P fit between the bottom chord and any other members. g y ♦♦,'.s"• .\G E N`SF '•4, •,ice 4)Refer to girder(s)for truss to truss connections. : No O 39380 •: 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 61 lb uplift at joint 1,86 lb uplift at joint 3 and 5 lb uplift at Joint 4. ... : * —l.. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. _ / ':-..,;41?...e...- .... ........... - .t...... r. . 40 ,t'11.S ONA� - s'' Thomas A.Albeit PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 1 J WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 res.OT/16r1016 BEFORE USE. we■ Design void kw use only with Mllok connectors.This design is based only upon parameters shown,and is for an individual building component. . Appilcobilly of design porcxnolers and proper Incorporation of component is responsibility of building designer-not truss designer.&acing stows Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek- erector. Addlional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage.delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DS8.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate ksinu>te.781 N.Lee Sheet,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 1 Job Truss Truss Type Qty 1 Ply 1 Glen Layton Hms/Marlier/JK 1 T7445354 1.1150142 J05 Jack-Partial Girder 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:08:13 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkz W i80-Ng6PzLNTk794m5ho44g7AmNdu893MmE5bwS'ryb7Km 2-5-0 4-9-15 1 2-5-0 i 2-5-0 Scale=1:11.4 2.48 Fi 3 if - NAILED 11 a 3x4 2 - t K R WO i 1 , \ - 12 4 NAILED • 3x6 11 • I 4-9-15 I 4-9.9 Plate Offsets(X,Y)-- (1:0-2-4.0-3-11) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.02 4-9 >999 240 1 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.04 4-9 >999 180 BCLL 0.0 * Rep Stress Ina NO WB 0.00 Horz(TL) 0.01 3 n/a rt/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:18 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. SLIDER Left 2x4 SP No.2 2-0-0 MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer Installation quids. REACTIONS. (lb/size) 1=176/0-7-0,3=96/Mechanical,4=50/Mechanical Max Horz 1=49(LC 4) Max Uplift1=-74(LC 4),3=-72(LC 4),4=-8(LC 4) Max Gray 1=176(LC 1),3=96(LC 1),4=66(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45th L=24ft;eave=4ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;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. �,% �PS A• A,.4..6,Ito 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 74 lb uplift at joint 1,72 lb uplift at joint 3 �� ,9 �i� and 8 lb uplift at joint 4. . ,�`Z`•,•�,�G E N S'V •2i �••• 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 7)"NAILED"indicates 3-lOd(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. No 39380 •:-___� 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1-p _ • s 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 ;w T, . ..e. Uniform Loads(plf) Veil:1-3=-54,4-5=-20 1 -4P •. . 4�n Concentrated Loads(lb) i#,,Cs•`•O )� 10••'f-,\ Vert:11=28(B)12=3(B) e I %..1 V` ,•O N A�C Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/7015 BEFORE USE. i Design valid for use only with Mltek connectors.this design is based only upon paameters shown.and Is for an Ind 4dual building corm,onent. • • ApT>1k:abllN o1 design parameters arid proper Ytcor{xxatkn of component is responsibility sib>Ility of folding designer-not Inns designer.Bracing shown I Is for lateral support of Individual web members only. Additional temporary bracing W Insure stability during construction Is the responsit�llity of the M� erector. Additional permanent bracing of the overall structure Is the responsibility of the txidng designer.For general guidance MiTek' regarding 1 fabdcatlon.quality control.storage.delivery.erection and bracing.consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandrks.VA 22314. Tampa.FL 33610 'Job Truss Truss Type !Oty "Ply I Glen Layton Hms/Marler/JK 77445355 J150142 J06 Jack-Partial Girder 1 i 1 I Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 22 10:08:14 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzW i80-sOfnBh05V RHwOFG_enBMjzwoOYVeUywaiTIKT?9yb7K1 2.3-8 l 4-6-15 l 2-3-8 2-3-8 Scale=1:11.1 3 2.48 ril NAILED I� 15, 11 d, 3x4 2 - Vi 1 r. Pi. g °1°. 0 ,- • . W. 12 4 NAILED 3x6 11 I 4-6-15 4.6.9 Plate Offsets(X,Y)-- 1:0-2-4,0-3-11] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.02 4-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.03 4-9 >999 180 BCLL 0.0 * Rep Stress Ina NO WB 0.00 Horz(TL) 0.01 3 n/a rl/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:17 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 SP No.2 2-0-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=167/0-7-0,3=89/Mechanical,4=46/Mechanical Max Horz 1=47(LC 4) Max Uplift1=-71(LC 4),3=-66(LC 4),4=-9(LC 4) Max Grav 1=167(LC 1),3=89(LC 1),4=61(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0pst;h=25ft;B=45ft;L=24ft;eave=oft Cat.II; Exp C;End.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;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 ,`,,>>11111111',, fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. ```0 MPS A' 4, ,,,., 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 71 lb uplift at joint 1,66 lb uplift at joint 3 ``0_ ,.�G E N S•. '92�ii and 9 lb uplift at joint 4. • �. F•••• 6)"Semi-rigid pitchbreaks with fixed 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. NO 39380 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). = • '/ LOAD CASE(S) Standard 17.-0; s 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 • T, Uniform Loads(plf) ,, g ,,.�- - • Vert:1-3=-54,4-5=-20 �� r R .•• \��, Concentrated Loads(Ib) •• • t;7 Vert:11=28(F)12=3(F) 4'0 6, �1�``�```, 11111 Thomas A.Alban)PE No.39380 MITek USA,Inc.FL Cart 6634 • 6904 Parke East Blvd.Tampa FL 33610 Date: • September 22,2015 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2016 BEFORE USE. •■■ Design vclki for use only with Wok connectors.This design Is based only upon parameters shown.and Is for an Individual txilring component. ��. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing strewn Is tax lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility sib ility of the MiTek* erector. Additional permanent txa cIng of the overall structure Is the resporsLrily of the building designer.For general guidance regarding g labrlcatlon.quality control-storage,delivery,erection and bracing.consult ANSI/TPit Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avala ble from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandrla.VA 22314. Tampa.FL 33610 I Job :Truss Truss Type Qty Ply Glen Layton Hms/Marker/JK 17445356 J150142 J07 Jack-Partial Girder I 1 1 I Job Reference(optional) L Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:08:15 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhiaWi80-KDD9O1 PjGIPn?PrABVibGBSywxkkDMp3iP40Xbyb7Kk I 3-11-4 3-11-4 I 3-11-4 Scale=1:14.9 4 ,i r� l 2.48 12 NAILED I, 12 r 1.5x4 r , NAILED 3 3x4 11 2 " +� 1 r w i 13 14 6 5 NAILED NAILED 354= 3x6 11 7-10-9 I I 7-10-3 Plate Offsets(X,Y)-- (1:0-3.8,Edge) . LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.08 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.21 6-9 >445 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 Horz(TL) 0.01 1 n/a ri/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:33 lb FT=20% • LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 SP No.2 2-0-0 be installed during truss erection,in accordance with Stabilizer •., Installation guide. REACTIONS. (lb/size) 1=281/0.4-3,4=101/Mechanical,5=206/Mechanical Max Horz 1=81(LC 17) Max Uplift1=-121(LC 4),4=-80(LC 4),5=-76(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-655/102,2-11=-499/243,3-11=-487/250 BOT CHORD 1-13=-297/494,13-14=-297/494,6-14=-297/494 WEBS 3-6=-515/310 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=2511;B=45ft;L=24ft;eave=oft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 ,.11,111111/1/ 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,,0 S A, /I/� 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 `N∎ ON A46 I', fit between the bottom chord and any other members. �� .0.•`G E jV S•. 9�I,j� 4)Refer to girder(s)for truss to truss connections. .: A .••V .' 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 121 lb uplift at joint 1,80 lb uplift at joint 4 " and 76 lb uplift at joint 5. No 3918:111:.;__._°6)"Semi-rigid pitchbreaks with fixed 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)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). =-p; s LOAD CASE(S) Standard 1--0-,r` -- ,:1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 .�.� • O R O "'Uniform Loads(pit) 0°e & ,•Vert:ConcentratedlLoads(Ib)7 20 ��i/SAO N A�� Vert:11=28(B)12=-18(B)13=3(B)14=-23(B) Thomas A.Alban)PE No.39380 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 0 WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MNF7473 rev.02/16/2015 BEFORE USE. Design valki for use only with Mllek connectors.this design Is based only upon parameters shown.and is for on individual building component. Applicability of design rxaaaneters and proper incorporation of component B resporsiblllty of bulkik g designer•not truss designer.Bracing shown is for lateral support of IndNkital web members only. kidllkxtal temporary bracing to Irsuze stability during construction Is the responsibility of tlx: MiTek' erector. Additional permanent tracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/WPli Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avoluble from Truss Plate institute.781 N.Lee Sheet.Suite 312 Alexandria VA 22314. Tampa,FL 33610 • . a Job iTrusS Truss Type Qty Ply Glen Layton Hms/Marlier/JK 17445357 J150142 J08 Jack•Paniel Girder 1 1 Job Reference(optional) Manning Building Suppies, Jacksonville.FL 7 630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:08:15 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkzW i80-KDD901 PjGIPn?PrABVibGBSyQxj4DMZ3iP40Xbyb7Kk 4-0.12 8-1-9 I I 4-0 2 I 4-0-12 Scale=1:15.4 4 ,7 ■ 2.48112 12 NAILED i 1 12 1.5x4 NAILED 3 3x4= 11 2 ' tiral 1 i I Al III II 5 MN i 1 H / 13 14 6 5 NAILED NAILED ILED 3x4= I 3x8 II I 8-1-9 I 8-1-3 Plate Offsets(X,Y)-- f 1:0-3.8,Edge) _ _- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.09 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.24 6-9 >398 180 BCLL 0.0 * Rep Stress lncr NO WB 0.17 Horz(TL) 0.01 1 rUa n/a BCDL 10.0 i Code FBC2010/TPI2007 (Matrix-M) Weight:34 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 SP No.2 2-0-0 be installed during truss erection,in accordance with Stabilizer Installation guide. i REACTIONS. (lb/size) 1=290/0-4-3,4=103/Mechanical,5=213/Mechanical Max Horz 1=83(LC 17) Max Uplift1=-125(LC 4),4=-83(LC 4),5=-78(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-701/103,2-11=-524/256,3-11=-511/263 BOT CHORD 1-13=-312/519,13-14=-312/519,6-14=-312/519 WEBS 3-6=-540/324 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=251t;B=45th L=24ft;eave=4th Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 001111114/ 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. `�t A Iii 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 ‘•%(N- PS q. /, fit between the bottom chord and any other members. ��`; r r , . Job Truss Truss Type Qty 1 Ply Glen Layton Hms/Marlier/JK I T7445358 J150142 J09 Corner Jack 8 I 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:08:16 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkZW i80-oPnXcNQM 12XedZQNIC EgoO?AuLBayrQDW3pa31 yb7Kj 2-0-0 2-0-0 Scale=1:14.0 3 8.00 12 Ti 4x4 i 1 2 N 1 , M N ►. ►. 3x8 I I 4 i 2-0-0 2-0-0 Plate Offsets(X,Y)-- )1:0-3-0,0.1-4) _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.00 7 >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 FBC2010/TPI2007 (Matrix-M) Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SP No.2 1-6-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=74/0-5-8,3=47/Mechanical,4=27/Mechanical Max Horz 1=54(LC 12) Max Uplift3=-47(LC 12),4=-12(LC 12) Max Grav1=74(LC 1),3=54(LC 17),4=33(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 , 1 1 1 1 e�� fit between the bottom chord and any other members. `,,�0 A q,'�� 4)Refer to girder(s)for truss to truss connections. I 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 47 lb uplift at joint 3 and 12 lb uplift at Joint ``��.•• ENS., 9�i�ii• 4.6)"Semi-rigid pitchbreaks with fixed heels°Member end fixity model was used in the analysis and design of this truss. No 39380 * � • T'd 11/i '/ E`%`` Thomas A.Albanl PE No.39380 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02116/2016 BEFORE USE. sail_ Design valid for use only with Mnek connec lors.Ills design k based only upon parameters shown,and k for an Individual baking component. AppllcabllN of design parameters and proper hcarxxalkn of component k responsibility of buldhg designer-not truss designer.Bracing shown Is for lateral support of IndMdual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MTek erector. Addnlonai permanent bracing of the overall structure is the resporublllty r general of the[wilding designer.i geral gukiance regarding 1 fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Institute.781 N.Lee Sheet.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss I Truss Type Qty 1 Ply Glen Layton Hms/Marlier/JK 17445359 J150142 J10 Corner Jack 7 1 I Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries,Inc.Tue Sep 22 10:08:16 2015 Page 1 1 D:H9grk6J2oFpNrFFp2eNhhkz W i80-oPnXcNQM t 2XedZQNIgEgo047y1_97yrODw3pa3l yb7Kj 4-0-0 , 4-0-0 Scale=1:20.8 3 AA 8.00 12 9 44 4 1 00 # ch ►t ►� 4 3x8 'I 4-0-0 I 4-0-0 Plate Offsets(X,Y)-- 11:0-2-12,0.1-41 LOADING(pst) 1 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 • 1 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 1 n/a Na BCDL 10.0 I Code FBC2010/TPI2007 (Matrix-M) i Weight:18 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SP No.2 2-0-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=146/0-5-8,3=94/Mechanical,4=51/Mechanical Max Horz 1=108(LC 12) Max Uplittl=-2(LC 12),3=-88(LC 12),4=-14(LC 12) Max Grav1=146(LC 1),3=106(LC 17),4=69(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 3-11-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS 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. 0111111111/11 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 ��t S A. ,11 fit between the bottom chord and any other members. �s%OOP` 446 , 4)Refer to girder(s)for truss to truss connections. s%/X\ .Z E N 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2 lb uplift at joint 1,88 lb uplift at joint 3 and,∎ k •• \, `SF•• /i°,• 14 lb uplift at joint 4. 6)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. No 39380 _• • 7:,-o*. _ 410111.1 . ��10WSS4 OR10•-/-,,\ • Thomas k Alban'PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 Q WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/F7473 rev,02/16/2015 BEFORE USE. mit Design valki fox tee only with Milek connectors.This design a based only upon parameters shown,and is for an individual bi ldlrg component. Applicability of design parameters and proper incorporation of component in responsibility of bulking designer-not toss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing g to Insure stability during construction Is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the'Aiding(ketones.Fa general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from inns Plate institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job , , Truss Truss Type Qty Ply I Glen Layton Hms/Marker/JK 77445360 J150142 J11 Corner Jack 1 1 ' I , I I Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.630 s Jul28 2015 MiTek Industries.Inc.Tue Sep 22 10:08:17 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkzW i80-GbLwpjR_nMgVFj?ZJw13LcYJz1V4hlgM9jZ7cUyb7Ki 3.7-0 I 3-7-0 Scale=1:20.9 2 8.00 12 5 I q co g 1.5x4 11 1 Okt MI A ►t ►� 4 3 3x4 II I 37 I 3-7-0 __ LOADING(psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.01 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.02 3-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 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 i Installation guide. REACTIONS. (lb/size) 4=125/0-5-8,2=85/Mechanical,3=40/Mechanical Max Horz4=121(LC 12) Max Uplift2=89(LC 12),3=-14(LC 12) Max Grav4=125(LC 1),2=98(LC 17),3=64(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=251t;B=45lt;L=2411;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 3-6-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 pst 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 00% ill,. tit between the bottom chord and any other members. �.0"NS A. '4i t ,, 4)Refer to girder(s)for truss to truss connections. �••%' �` ••'�C,E N S'• -12 �� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 89 lb uplift at joint 2 and 14 lb uplift at joint �• A •• V •••• • 3. 0, 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. No o 39380 .fir .T' • •s. e,�it/4'0 N A' to ism'I - Thomas A.Atbanl PE No.39380 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 1 I■ise Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16x1015 BEFORE USE. Design valid for use only with Milek connectors.Ills design h based only upon parameters shown.(rat 15 101 an individual lxHc9ng component., Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members orlty. Additional temporary tracing to Insure stability cluing construction Is the tesponsi Ality or the MiTek• erector.Additional permanent bracing of the overall structure Is the responsfbNlty of the txAding designer.f or general guidance regrading fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Rate institute.781 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa.FL 33610 Job I Truss Truss Type Qty Ply Glen Layton Hms/Marlier/JK T7445361 J150142 J12 Jack-Open 22 1 1Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:08:17 2015 Page 1 ID:H9grk6J2oFpN rFFp2eN hhkz W i80-GbLwpj R_nM gV Fj?ZJw13LcYE21 RM hl gM9jZ7c Uyb7Ki 6-0-0 I 6-0-0 Scale=1:28.1 3 171 8.00 I 12 10 m.g 4x4 i'4 9 v 2 ii, • 1 , i Fl INI A 4x7 11 4 6-0-0 1 6-0-0 Plate Offsets(X,Y)-- (1:0-2-8.0-0-41 LOADING(psi) i SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.11 4-7 >640 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.19 4-7 >384 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.06 3 n/a n/a BCDL 10.0 ■ Code FBC2010/TPI2007 (Matrix-M) Weight:25 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. SLIDER Left 2x6 SP No.2 2-0-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=220/0-5-8,3=142/Mechanical,4=78/Mechanical Max Horz 1=162(LC 12) Max Uplift)=-11(LC 12),3=-129(LC 12),4=-18(LC 12) Max Grav1=220(LC 1),3=158(LC 17),4=107(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-336/160 SOT CHORD 1-4=-345/318 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24th eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3.0.0 to 5-11-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate ,,,,'1 1 1 1 1��'', 2)Tgrip DOL=1.60 h s truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� O . .. "4,6?��it 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 ,,n��•. G ENS;• 92'. fit between the bottom chord and any other members. .\. F�•.• / '. 4)Refer to girder(s)for truss to truss connections. . 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 11 lb uplift at joint 1,129 lb uplift at joint 3' No 39.3.80 and 18 lb uplift at joint 4. r ---ii • 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. .• (4./ i . F ' e, V.• /O N A��' 0% 4.Thomas A.Alban)PE No.39380 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 • r 0 WARNING••Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlI.7473 rev.02/1&3016 BEFORE USE. N. Design valid for use only with Milek connectors.This design Is based only upon parcaneters shown,and is for on Indvklual building component. Apptrcoblity of design parameters and proper Incorporation of component is responsibility of braking designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stabilty during constriction Is the responsibility of the MiTek• erector. Additional permanent tracing of the overall structure Is the responsibility of the building designer.For general guidance'Evening fabrication,quality conid,storage,delNery,erection and bracing.consult ANSIRPI I Quality Criteria.DSB-89 and BCSt Building Component 6904 Parke East Btvd. • Safely Information mailable from Tries Plate Institute.78)N.Lee Street.Suite 312.Alexcrrlrka.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Glen Layton Hms/Marlier/JK 17445362 J150142 J13 Jack-Partial Girder 2 1 I Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 Mi tek Industries.Inc. Tue Sep 22 10:08:18 2015 Page 1 I D:H9grk6J2oFpNrFFp2eNhhkz W i80-knv102RcYgoMstaltdGl tp4R U9jS0jdW ONIh8wyb7Kh 4.2.9 } 8-5-1 I 4-2-9 4-2-9 Scale=1:28.4 4,'1 '3' :o 5.66 FIT NAILED 15 3x4— I 3 - NAILED ° I . 5x5 i 14 111111.1111111 .ii; 3 . 2 I - 1 • t► 0 a 6 •� I ' I I re lj ►M' 16 7 17 6 ►� NAILED 1.5x4 II NAILED 5 3x8 I I 3x4= 0-9-6 4-2-9 I 8-5-1 I 0-6-6 4-2-2 4-2-9 Plate Offsets(X,Y)-- (1:0-1-8,0.4-31 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.08 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.13 6-7 >767 180 BCLL 0.0 ' Rep Stress lncr NO WB 0.15 Horz(TL) -0.01 4 n/a rUa BCDL 10.0 i Code FBC2010/TP12007 (Matrix-M) Weight:44 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.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x8 SP No.1D 2-6-0 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=218/0-7-0,4=18/Mechanical,5=425/Mechanical Max Horz 1=179(LC 20) Max Upliftl=-130(LC 8),4=-112(LC 7),5=-233(LC 8) Max Grav1=218(LC 1),4=72(LC 17),5=453(LC 25) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-14=-396/232,3-14=-406/232 BOT CHORD 1-8=-170/313,1-16=-170/313,7-16=-170/313,7-17=-170/313,6-17=-170/313 WEBS 3-6=-365/199,3-7=-242/485 • NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; • Exp C;End.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 ``,,�1111 u ,i,, plate grip DOL=1.60 �� S A. ,� 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `� �P q� �j 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 ,`%��•• G E•N S••e-92'i� fit between the bottom chord and any other members. • • �, F•••• / i� 4)Refer to girder(s)for truss to truss connections. • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 130 lb uplift at joint 1,112 lb uplift at joint ti. No 39380 .• and 233 lb uplift at joint 5. * r w 6)"Semi-rigid pitchbreaks with fixed 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. =-32r,. !.- 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). T, �• s-0--/ LOAD CASE(S) Standard �, ,[�' • ,Q ".• � �� 1)Dead+Root Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 •,``.0••.0 R�.• G,.N Concentrated Vert:14� (lb) 15=-18(F)16=2(F)17=-23(F) i1��,S+;�.... A��• Trapezoidal Loads(plf) Vert:8=0(F=10,B=10)-to-5=-156(F=-68,B=-68) Thomas A.Albanl PE No.39380 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 o WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/•7473 rev.02/16/2015 BEFORE USE. Deskin valid for ins only with Mild(connectors.This design Is based only upon ixiarneters shown.and is for an hcANdrxtl building coax xmonl.xrns Mil of design parameters and proper Irx:orpxxallon of component Is rest lbilfty of building designer-not truss designer.Bracing shown Is for lateral support of IndM dual web members only. Additional temporary bracktg to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent tracing of the overdl structure is the responsibility of the balding designer.for gamed gu/lance regarding fabrication,quality control,storage,delivery.erection aril bracing,consult ANSI/TPII Quality Criteria.DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from truss Plate Institute.781 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty I Ply Glen Layton Hms/Marlier/JK T7445363 J150142 J14 Jack-Permed Girder 1 I 1 1 Job Reference(optional) . Manning Building Supplies, Jacksonville.FL 7.630 s Jul 28 2015 MiTek industries.Inc. Tue Sep 22 10:08:19 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzWi80-C_TgE0SEJzwDU09xQLnXQIdeoZ3K9_9fd02EgMyb7Kg 1-7-12 2-1-0 3-0-0 3-7-0 4-2-0 5-0-15 , 61.13 8-5-1 1 I 1-7-12 O5-4t 0.11-0 10-7-010-7-01 0-10-15 ' 1-0-14 2-3-5 Scale=1:28.9 4 ,, 5.66 12 NAILED 3x4.- 14 � 1 3 NAILED I c - 3x4 •• 2 I 1 v d 1 ItiAlli . 1 b 0 9 2 II 9 AI 1 = 4x7 V rl ■ 11 I 9 I I — tin ,C 12 11 7 16 6 MI 8 13 3x8 I I 1.5x4 I I 1.5x4 11 NAILED 3x4=5 NAILED g pf 666 281-0 0 I 088 0-38 1-2 0 0-3-8 4617 I 34-2 _--1 Plate Offsets(X,Y)-- 113:0.4-4,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.10 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.17 6-7 >581 180 BCLL 0.0 • Rep Stress Incr NO WB 0.90 Horz(TL) 0.12 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 l (Matrix-M) Weight:43 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 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) 13=237/0-7-0,4=14/Mechanical,5=456/Mechanical Max Horz 13=182(LC 7) Max Uplift13=-140(LC 8),4=-101(LC 7),5=-251(LC 8) Max Grav13=237(LC 25),4=64(LC 17),5=486(LC 25) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-335/204,2-3=-493/287 BOT CHORD 10-15=-320/588,9-15=-320/588,7-16=-156/284,6-16=-156/284 WEBS 3-6=-357/197,7-9=-154/315,3-9=-219/434 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ff;B=45ft;L=24tt;eave=oft;Cat.II; `'1111111 f f Exp C;End.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 ,,��0 A A /OPS 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. �� .• % •E N e-921j 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 ; k�,••�, C' Sir•••• % i• fit between the bottom chord and any other members. • y No 39380 - 4)Refer to girder(s)for truss to truss connections. �� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 140 lb uplift at joint 13,101 lb uplift at joinal ik • and 251 lb uplift at joint 5. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used In the analysis and design of this truss. -3 • • 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. • . • 6•T, 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 4 ; •LOAD CASE(S) Standard le,08.• Q f3 0'_•\C?\,�� 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 �i S' Concentrated Loads(Ib) iii,,�0 N A� �■S% Vert:11=2(F)2=30(F)14=-18(F)16=-23(F) Trapezoidal Loads(plf) Thomas A.Albans PE No.39380 Vert:13=0(F=10,B=10)-to-11=-54(F=-17,13=-17),10=-46(F=-13,B=-13)-to-9=-85(F=-32,B=-32),8=-76(F=-28, MITek USA,Inc.FL Cert 6634 B=-28)-to-5=-156(F=-68,B=-68) 6904 Parke East Blvd.Tampa R.33610 Date: • September 22,2015 I V WARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.02/16,2016 BEFORE USE Design vdkd for use only with Milek connectors.Ns design is used only upon parameters shown,and Is for on Individual br lciing component. . Applicability of design parameters and proper Incorporation of component is responsibility of bolding designer-not truss designer.Bracing shown is for laterd support of individual web members only. Ackdltkxll temporary bracing to insure stability during construction is the responsibility of the MiTek• • erector.Additional permanent bracing of the overall structure Is the responsibility:ility of the building designer.For general guidance regarding fabrication,quality control,storage.deiNery.erection and bracing.consult ANSI/TPII Quality Criteria.DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from IRAs Plate Institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Tarrpa.FL 33610 - p—o: Truss Type Qly Ply Glen Layton HrrelMarlierl JK T7445364 Jack-Partial Girder 1 1 Job Reference(optional) 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:08:19 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzW i80-C_TgEOSEJzwDU09xOlnXQIdgOZ7J9?Tfd02EgMyb7Kg q� 5.5-11 i 2-3-10 4-3-11 10.111 1 6-9-10 i 35-1 2-3-10 2-0-2 0-7-0 0-7-0 1-3-15 1-7-7 Scale=1:28.4 4 ' i' NAILED3x4 i I 5.66 FT 3 3x4 i !', 2 2 - NAILED rA 14 B� ' ' a t a 3x4-.:--- 1 63x6= 9 ao gr 4.7 II r w. f 1,3 Gi .� r I .I:1 ;I 1 IMO 15 11 6 OEM 12 8 7 13 NAILED 4x4�= 1x4 II 5 1.5x4 I I I— NAILED 3x4= 4-3-11 I 0 5-5-11 I 85-1 °0-Q-6 6 435 1-2-0 2-11-6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.06 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.10 11 >944 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 Horz(TL) 0.14 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:49 lb FT=20% directly h wood sheathing LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural woo irectly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 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 i Installation guide. REACTIONS. (lb/size) 13=237/0-7-0,4=17/Mechanical,5=475/Mechanical Max Horz 13=182(LC 7) Max Upliftl3=-138(LC 8),4=-60(LC 7),5=-262(LC 8) Max Gray 13=237(LC 25),4=36(LC 17),5=499(LC 25) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=-364/209,2-14=-374/209,2-3=-377/215 BOT CHORD 9-10=-274/513 WEBS 7-9=-127/272,3-9=-264/513,3-6=-408/227,1-12=-177/302 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=2411;eave=oft;Cat.II; Exp C;End.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 ``,`�� I I I I i ii,, ' plate grip DOL=1.60 4 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. �.0 op,— A• q4 ,�i 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 ,s•�0 •G E N••••• B,9 0,�� fit between the bottom chord and any other members. •\." F•'•,L/ �•_ 4)Refer to girder(s)for truss to truss connections. . o. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 138 lb uplift at joint 13,60 lb uplift at joint Z No 39380 and 262 lb uplift at joint 5. 6)"Semi-rigid pitchbreaks with fixed 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. --fl 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). . • .� LOAD CASE(S) Standard 0i w O•�.• 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 0 i� 0 •'•. R `;�,∎� Concentrated Vert: (lb) 14=30(B)15=2(B) ,�11I�jsj�°N A, •�`• Trapezoidal Loads(plf) Vert:13=0(F=10,B=10)-to-11=-79(F=-29,B=-29),10=-71(F=-25,B=-25)-to-9=-109(F=-45,B=-45),8=-101(F=-41, Thomas A.Albans PE No.39380 B=-41)-to-5=-156(F=-68,B=-68) Mfrek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 0 WARNING-Verily d sign par-am.bn and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M147473 rev.02/16@015 BEFORE USE. i mi. r Design valid for use only with MIIek connectors.This design Is based only upon Txxxnoters shown,and Is for an Individual building component. Appik:cbllty of design parameters and proper incorporation of component is responsibility of building designer-not Ills designer.Bracing shown Is for lateral support of IndIvklual web members only. Additional temporary bracing to insure stabltty dining construction Is the responsibility 01 the erector. Additional permanent bracing of the overall structure Is the responsibility 01 the lwlding designer.for general guidance ce r;ga dhg MiTek' fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCS1 Building Component 6904 Parka East Blvd. Safety Information available from Truss Plate institute.781 N.Leo Street.Suite 312.Alexa drla.VA 223 Id. Tampa.FL 33610 •Job Truss Truss Type Qty Ply Glen Layton Hms/Marker/JK T7445365 • J150142 J16 Jack-PartialGirder 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville.FL 7.630 S Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:08:20 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkZWi80-gAl2RkTS4H246Ak8_21mzEAoUy0CueTprgnnCoyb7Kf 4-2-9 8-2-1 4-2-9 3-11-8 Scale=1:27.8 5.66I-12 NAILED 15 3x4 i I 3 • NAILED O o 14 5x51 1 ) o • v . , 1 G II r 1 ;fl ► 16 17 6 IIIMII 7 NAILED 1,5x4 II NAILED 5 3x8 II 3x4= 0-9-6 4-2-9 I 8-2-1 I 0-0.6 4-2-3 3-11-8 Plate Offsets(X,Y)-- (1:0-1-8,0-4-3) LOADING(psf) SPACING- 2-0-0 ! CSI. DEFL. in (toc) Vdefl Ud PLATES GRIP TCLL 20.0 i Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.06 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.10 6-7 >933 180 BCLL 0.0 ' Rep Stress'nor NO WB 0.12 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 CodeFBC2010/TPI2007 (Matrix-M) Weight:43 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x8 SP No.1D 2-6-0 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=205/0-7-0,4=18/Mechanical,5=401/Mechanical Max Horz 1=174(LC 7) Max Uplift1=-122(LC 8),4=-108(LC 7),5=-220(LC 8) Max Gray 1=205(LC 1),4=71(LC 17),5=424(LC 25) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-14=-359/213,3-14=-369/213 BOT CHORD 1-8=-156/285,1-16=-156/285,7-16=-156/285,7-17=-156/285,6-17=-156/285 WEBS 3-6=-338/185,3-7=-227/452 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psl;h=25ft;B=45th L=24ft;eave=4ft Cat.II; Exp C;End.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 10011111//ii. plate grip DOL=1.60 ��-A S A. �� ' 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,� `v P A( ,j 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 ,%��0•. G E N S• '9 ie tit between the bottom chord and any other members. ∎ :•�- F•••, / -i 4)Refer to girder(s)for truss to truss connections. • • • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 122 lb uplift at joint 1,108 lb uplift at joint No 39380 .-_i and 220 lb uplift at joint 5. r. i * _: 6)"Semi-rigid pitchbreaks with fixed 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. 7.:-0; • . Z• 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). T, • • • kJ LOAD CASE(S) Standard ••��N ' Q ' • �� 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 di ••'••,0 R ��• Concentrated Vert:14.30(B)15=-18(B)16=2(B)17=-23(B) ��it 8/1/1111111`"O N A ‘N Trapezoidal Loads(pit) Vert:8=0(F=10,B=10)-to-5=-151(F=-66,B=-66) Thomas A.Alban)PE No.39380 MITek LISA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE- Design valki for use only with MIlek connectors.this design Is based only upon parameters shrews.and Is for an individual building component. • Applicability of design parameters and proper Incorporation of component Is responsibility of building designer.not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary tracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent tracing of the overall structure k the responsibility of the building designer.For general guidance regarding tabricatlon quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 . a Job Truss ,Truss Type Qty Ply Glen Layton Hrns/Marier/JK 17445366 J150142 J17 ,Jack-Partial Girder 1 1 , Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:08:21 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkz W i80-8fvbQf4UUrbAxj KJKYmp?VSi_bMIGdwiy4KXLIFyb7Ke I 1-7-12 2.1.0 3-0-0 13-7-014.2-0 15-1-0 16-0.5 8-2-1 I 1-7-12 b-5-4 0-11-0 0-7-0 0-7-0 0-11-0 0-11-5 2-1-13 Scale=1:28.6 4;y, I°' O - a 5.66 i 12 NAILED 3x4 14 00,011111110 ! I NAILED 3x4 a 5'., W • 2 e e ,f,,,,Adlhi6, 1 ��n� 10 9� 0 4 �5 0 3x6= 4x7 ii wr `T • C IM I ED 11 rr :L •_• 11 16 6 III-MI 12 8 7 13 1.5x4 NAILED 3x4=5 3x8 11 1.5x4 0-3-8 I--" 0-q-6 3-0-0 4-2-0 I 8.2.1 I 0-0-6 2-11-10 1-2-0 4-0-1 Plate Offsets(X,Y)-- 113:0-4-4,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.08 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.14 6-7 >690 180 BCLL 0.0 • Rep Stress Incr NO WB 0.83 Horz(TL) 0.11 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:42 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.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13=223/0-7-0,4=14/Mechanical,5=432/Mechanical Max Horz 13=177(LC 7) Max Uplift13—132(LC 8),4=-97(LC 7),5=-239(LC 8) Max Gray 13=223(LC 1),4=63(LC 17),5=458(LC 25) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-313/193,2-3=-455/266 BOT CHORD 10.15=-308/551,9-15=-308/551,7-16=-145/261,6-16=-145/261 WEBS 7-9=-145/296,3-9=-210/414,3-6=-339/188 NOTES- 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsh h=25ft;B=451t;L=24ft;eave=oft;Cat.II; ,%011111111. Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 ♦♦♦ ��PS A q��',, 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 ♦♦♦k .•'N.,\C'E S,"./�#0 fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. z No 39380 '• '' 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 132 lb uplift at joint 13,97 lb uplift at joint C _,• _,_. and 239 lb uplift at joint 5. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 7.:.0 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. .r •.�1/ 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). .• - t� (l , •• LOAD CASE(S) Standard ''0i c<\ •••.`'`0 R1 •�••�`r-j\?�♦, 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 /jIt S� •• ,,t �♦ Concentrated Loads(lb) /1'ON Al.,,��0` Vert:11=2(B)2=30(B)14=-18(B)16=-23(B) Trapezoidal Loads(plf) Thomas A.Alban)PE No.39380 Vert:13=0(F=10,B=10)-to-11=-54(F=-17,B.-17),10=-46(F=-13,B=-13)-to-9=-85(F=-32,B=-32),8=-76(F=-28, MiTek USA,Inc.FL Cert 6634 B=-28)-to-5=-151(F=-66,B=-66) 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 1 I Q WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/1617015 BEFORE USE. Design volki lot use only with Wok connectors.this design is based only upon parameters shown.and Is for an hrivldu of balding component Applicability of design parameters and proper incoipotatlo n of component Is responsibility of trakng designer-not truss designer.Bracing shown El Is for lateral support of I dMduai web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the balking designer.For general guidance regrading fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety In(otmatIon available from Truss Plate institute.781 N.Lee Skeet,Suite 312.Alexandria.VA 22314. Tampa.FL 33610 • • Job Truss Truss Type !QV Ply Glen Layton Hms/Madier/JK I I T74453671 J150142 J18 Jack-Partial Girder 11 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.630 s Jul 28 2015 MiTek Industries.Inc. Tue Sep 22 10:08:21 2015 Page 1 ID:H9grk6J2oFpNrFFp2eNhhkzW i80-8MbOf4UUrbAxjKJKYmp?VSi00MgsdwHy4KXLIFyb7Ke 2-3-10 4-3-11 fl-10-11 5-511 6-8-2 , 8-2-1 I 2-3-10 1 2-0-2 t 0.7.0 10-7-0' 1-2-7 1.515 Scale=1:27.8 4 ++ 11 NAILED 3x4 5.66 Fli 3 I l d 3x4 i 2 • NAILED ' I a i oia6 14 e I1 e • 1 3x4 II—,�1 9. C r��' . 3x6= 4x7 I. Y (T g c 11 T II ra - ► PPM 15 72 11 6 8 7 13 NAILED 4x4- 1.5x4 II 5 1.5x4 II NAILED 3x4 4-3-11 i 5-5-11 8-2-1 I 4.3-11 1-2-0 2-8-6 LOADING(psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.05 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.09 11 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.79 Horz(TL) 0.13 5 n/a rile BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:48 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.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I MiTek recommends that Stabilizers and required cross bracing 1 be installed during truss erection,in accordance with Stabilizer i Installation guide. I REACTIONS. (lb/size) 13=216/0-7-0,4=17/Mechanical,5=437/Mechanical Max Horz 13=177(LC 7) Max Uplift13=-130(LC 8),4=-55(LC 7),5=-251(LC 8) Max Gray 13=217(LC 25),4=33(LC 17),5=461(LC 25) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=-331/196,2-14=-340/195,2-3=-326/194 BOT CHORD 9-10=-255/461 WEBS 7-9=-120/255,3-9=-257/486,3-6=-378/223,1-12.167/276 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 ,```01111111'',, 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. ��• 1 9, 4 ��i 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 ,`%��,.•.........• e-9 �� fit between the bottom chord and any other members. ; N. F•••.L, .•• 4)Refer to girder(s)for truss to truss connections. • • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 130 lb uplift at joint 13,55 lb uplift at joint 4` N No 39380 • „I. and 251 lb uplift at joint 5. ''' • ... . ---* 6)"Semi-rigid pitchbreaks with fixed 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. =-fl; i— 8)In the LOAD CASE(S)section,loads applied to the tace of the truss are noted as front(F)or back(B). - •:, • e, - .f(/: LOAD CASE(S) Standard .-1e,. O R,Q•,•C.. �, 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 ``s . • •• , Concentrated Vert:9 Loads 12(F)3)=-8(F)14=30(F)15=2(F) i'il�s�O N A� �`0 Trapezoidal Loads(pit) Vert:13=0(F=10,B=10)-to-11=-79(F=-30,B=-30),10=-71(F=-25,B=25)-to-9=-110(F=-45,B=-45),8=-101(F=-41, Thomas A.Alban)PE No.39380 B=-41)-to-5=-151(F=-66,B=-66) Mrrek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: September 22,2015 Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16.2015 BEFORE 11111. Design valki for use only with Mflek connectors.this design Is based only upon parameters shown,and Is for an tncfvkival building component. Applicability of design parameters and proper incorporation or component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stablify during construction Is the responsiblllity of the MiTek'erector. Additional permanent bracing of the overall structure Is the responsibility of the biding designer.for general guidance regarding M 1Tk fabrication citrallty control,storage,delNely,erection and bracing,consult ANSI/TPI l Quality Cdteda,DSB-89 and SCSI Building Component 6904 Parke East Blvd. I Safety In famatbn available from Buss Plate institute.781 N.Lee Street.Suite 312,AJexarxdrb.VA 22314. Tampa.FL 33610 j ch°D Na 0 D Ill J . 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