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336 8TH ST - TRUSSES 1 -- Lumber design values are in accordance with ANSI/I-PI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek FILE CCri7i RE: J150205 - Randy Long Residence MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa,FL 33610-4115 Customer Info: JA Long Inc Project Name: Randy Long Residence Model: Lot/Block: Subdivision: Address: 336 8th St City: Atlantic Beach State: FL 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: 55.0 psf This package includes 79 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 17136511 A01 6/8/015 18 T7136528 B14 6/8/015 1 c 2 17136512 A02 6/8/015 19 17136529 B15 6/8/015 3 17136513 A03 6/8/015 20 17136530 B16 6/8/015 . 0 4 T7136514 A04 6/8/015 21 T7136531 B17 6/8/015 F- 5 T7136515 B01 6/8/015 22 T7136532 B18 6/8/015 �_ .0 O 6 17136516 B02 6/8/015 23 T7136533 B19 6/8/015 , 0) Z a 7 T7136517 B03 6/8/015 24 17136534 B20 6/8/015 Fl)O W W 8 -7136518 B04 6/8/015 25 'T7136535 B21 ! 6/8/015 �1 6 a Q O 9 17136519 B05 6/8/015 26 T7136536 B22 6/8/015 v7 w w cc 10 T7136520 B06 6/8/015 27 117136537 B23 6/8/015 w o 11 17136521 B07 6/8/015 28 T7136538 CO1 6/8/015 a 2 cC Q 12 17136522 B08 6/8/015 129 17136539 CO2 6/8/015 J a_ D_ 0 113 T7136523 B09 6/8/015 130 117136540 1 CO3 6/8/015 Q < z 114 T7136524 B10 6/8/015 131 117136541 1C04 6/8/015 1 > - 15 T7136525 B11 6/8/015 132 17136542 1 C05 6/8/015 :-54_ 16 17136526 B12 6/8/015 133 17136543 1C06 6/8/015 ' —2 117 117136527 B13 6/8/015 134 117136544 F01 6/8/015 a .0 The truss drawing(s)referenced above have been prepared by MiTek `��0 PS A q 11,x, Industries, Inc. under my direct supervision based on the parameters `∎`�Co.,...... .<8�,,� provided by Manning Building Supplies. `�.•.' S ...,7,� Truss Design Engineer's Name: Albani, Thomas ; . 10 39 :80 My license renewal date for the state of Florida is February 28,2017. = *;i� j, ' 7.IMPORTANT NOTE:Truss Engineer's responsibility is solely for =-0, . ' -' S�; STATE OF .' 1/ design of individual trusses based upon design parameters shown ;p,�,..�c 1?-...'*44/ on referenced truss drawings. Parameters have not been verified ';'0,F •.: 0 R ■O,. . .% as appropriate for any use. Any location identification specified is 0,SS; . �,.%- y preparing g �IIIII1� for file reference only and has not been used in design. ��,,�INAL ��. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, FL Cert. 6634 per ANSI/I-PI-1, Chapter 2. L June 8,2015 Albani.Thomas 1 of 2 RE: J150205 - Randy Long Residence Site Information: Customer Info: JA Long Inc Project Name: Randy Long Residence Model: Lot/Block: Subdivision: Address: 336 8th St City: Atlantic Beach State: FL No. Seal# Truss Name Date No. Seal# Truss Nam—el Date 35 j 17136545 F02 6/8/015 78 T7136588 J21 • 6/8/015 36 T7136546 !F03 6/8/015 79 I T7136589 1.122 16/8/015 1 37 T7136547 !F04 6/8/015 38 T7136548 !F05 6/8/015 39 T7136549 F06 6/8/015 ,40 T7136550 F07 6/8/015 41 T7136551 F08 6/8/015 42 T7136552 F09 6/8/015 43 T7136553 F11 6/8/015 44 T7136554 F12 6/8/015 45 T7136555 F13 6/8/015 46 T7136556 F14 6/8/015 47 T7136557 F14A 6/8/015 48 T7136558 F15 6/8/015 49 T7136559 F15A 6/8/015 50 T7136560 F16 6/8/015 51 T7136561 F17 6/8/015 52 T7136562 F18 6/8/015 53 T7136563 F19 6/8/015 54 T7136564 F20 6/8/015 J 55 T7136565 F21 6/8/015 56 T7136566 F22 6/8/015 57 T7136567 F23 6/8/015 58 T7136568 J01 6/8/015 159 ;T7136569 J02 6/8/015 60 T7136570 J03 6/8/015 61 T7136571 J04 6/8/015 62 T7136572 J05 6/8/015 63 T7136573 J06 6/8/015 64 T7136574 J07 6/8/015 65 T7136575 J08 6/8/015 66 T7136576 J09 6/8/015 67 T7136577 J10 6/8/015 68 T7136578 J11 6/8/015 69 T7136579 J12 6/8/015 70 T7136580 J13 6/8/015 71 T7136581 J14 6/8/015 72 !T7136582 J15 6/8/015 73 1T7136583 J16 6/8/015 74 1 T7136584 J17 6/8/015 75 1 T7136585 J18 1 6/8/015 76 1 T7136586 J19 1 6/8/015 77 117136587 J20 16/8/015 2of2 Jol3 • (russ Truss Type Qty Ply Randy Long Residence T7136511 • J150205 A01 Hip Girder 1 1 Job Reference(optional_ Manning Building Supplies. Jacksonville,FL 7.620 s Apr 30 2015 MiTek Industries,Inc. Mon Jun 08 09:45:41 2015 Page 1 ID:JQbmzYZ_OvLSokCEb82D9QynzDO-V1ZUN9MvXcRKgjhLGyaEIDkxE5gBkMU68JXsRiz8Ohu I -1-4-0 (-- 5-0-0 j 9-2-8 I 14-28 1 15-6:8__ 1-4-0 5-0-0 4-2-8 5-0-0 1-4-0 Scale=1:28.6 4x7= NAILED 4x4= 3 15 4 5.00 12 9 N N N 5 2 -N t - 1 r,r nn " v 6 , -o. IM. 0 CI 8 16 7 ■ 1.5x4 I I NAILED 3x4= 3x4= 3x4= I 5.0.0 i 9-2-8 I 14-2-8 i 5-0-0 4-2-8 5-0-0 — Plate Offsets(X,Y)-- 13:0-5-4,0-2-01 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.05 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.12 7-8 >999 180 BCLL 0.0 • Rep Stress!nor NO WB 0.07 Horz(TL) 0.04 5 n/a rVa BCDL 10.0 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 4-5-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-4-6 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) 2=865/0-3-8,5=865/0-3-8 Max Horz2=-49(LC 6) Max Uplift2=-362(LC 8),5=-362(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1503/531,3-15=-1349/517,4-15=-1349/517,4-5=-1504/530 BOT CHORD 2-8=-396/1334,8-16=-395/1349,7-16=-395/1349,5-7=-396/1334 WEBS 3-8=0/319,4-7=0/320 NOTES- 1)Unbalanced root live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l3Omph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=4511;L=24f1;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 ,�,,011111111//I/ 3)Provide adequate drainage to prevent water ponding. `off PCs A. 4 /I,� 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s• .,..E �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 .:.x\-) C N '9 fit between the bottom chord and any other members. .1'Kk.•'•�\ _ ..•••. #0i 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 362 lb uplift at joint 2 and 362 lb uplift at • 3938 �' joint 5. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)"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. — 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)181 lb down and 176 lb up at 5-0-0r-•_;K_ - rtr and 181 lb down and 176 lb up at 9-2-8 on top chord,and 158 lb down and 54 lb up at 5-0-0,and 158 lb down and 54 lb up at 9-1-12 -02,.. __ ATE • ill� on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 0'• 4/Zr 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 1� T�."-/ O R 1 O V''.."��•� LOAD CASE(S) Standard ��,,SS/O N A L��•` 1)Dead+Root Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 it. i 11",�`0 Uniform Loads(plf) Vert:1-3=-54,3-4=-54,4-6=-54,9-12=-20 Concentrated Loads(Ib) Vert 3=•79(8)4=-79(8)8=-135(8)7=-135(B)15=-61(B)16=-37(B) FL Cert. 6634 June 8,2015 1 Q WARNING-Vitrify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 ray.02116/2015 BEFORE USE. MN Design valid for tee only with MITek connectors.This design Is based only upon Fxrometers shown,and is for on IndMdtxrl holding corn{>onent. Applicabllty of design parameters and proper Incorporation of component is res;ronPbility of building designer-not truss designer.Iitocing shown Is for lateral support of IndMdual web members only. Additional temporary tracing to insure stability during constructkm Is the responsibility of the MiTek" erector. Additional permanent bracing of the overall structure Is the responsibility of the bullring designer.For general guidance regaxding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/1PID Quality Criteria,DSB-89 and BCSI 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 IJob" • Ifruss truss Type Qty Ply Randy Long Residence 77136512 J150205 A02 Common 'I 1 I I I Job Reference(optional) I Manning Building Supplies. Jacksonville,FL 7620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:45:42 2015 Page 1 ID:JQbmzYZ_QvLSokCEb82D9QynzDO-zD7saVNXIwZAHtGXgg5TIQH5OVZeTpmF4zHQz9z8Oht i -1-4-0 i 7-1-4 14-2-8 15-6-8 i 1-4-0 7-1-4 7-1-4 1-4-0 Scale=1:28.1 4x4= 3 A 5.00112- 15 14 1 t° 16 13 4 N 2 'n N �i L] �. 5 H 1 , 0. o 6 A. 1.5x4 II 3x4= 3x4= 7-1-4 14-2-8 I I 7-1-4 7-1-4 -- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.06 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.15 6-9 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.07 Horz(TL) 0.01 2 n/a Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:53 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-14 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.2 I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=601/0-3-8,4=601/0-3-8 Max Horz2=-64(LC 10) Max Uplift2=-263(LC 12),4=-263(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ' TOP CHORD 2-13=-794/334,13-14=-723/343,3-14=-715/353,3-15=-715/353,15-16=-723/343, 4-16=-794/334 BOT CHORD 2-6=-206/667,4-6=-206/667 WEBS 3-6=0/313 NOTES- 1)Unbalanced root live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=2411;eave=411;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-11 to 1-7-5,Interior(1)1-7-5 to 7-1-4,Exterior(2)7-1-4 to 10-1-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown; ``,.ti I I I I I I I/,', Lumber DOL=1.60 plate grip DOL=1.60 `��-A t S A, ,q �� 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `‘ • �` •,.... Ze ,j, 4)•This truss has been designed for a five load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,�� ,••,C E N S+ .� i� fit between the bottom chord and any other members. . ��,•• V __F•••.7“, 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 263 lb uplift at joint 2 and 263 lb uplift at • 3938 joint 4. = 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. *. 1'ili• Si 4110)0P: N A��`�% FL Cert. 6634 • June 8,2015 1 ., 0 WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE#411•7473 rev.02/1612016 BEFORE USE. Design valid for use only with MItek connectors.This design Is based only upon parameters shown.and Is for an individual building component. , Applicability of design lxzaneters and proper Incorporation of component is responsibility of b/idirng designer-not truss designer.Bracing shown Is for lateral support of indi kdual web members only. Additional temporary tracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent txacIng of the overall structure is the resporsd)Ility of the bilking designer.For general guidance regarding fab dcatkxn.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 cm/citable from Truss Plate Institute,781 N.Lee Street Suite 312.Ales mirk a.VA 22314. Tampa.FL 33610 Job• r Truss truss Type Qty I Ply i Randy Long Residence 77136513 J150205 A03 Common 4 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:45:43 2015 Page 1 ID:JObmzYZ_OvLSokCEb82D9QynzDO-SPhEorO93DhlvlrkNNcigegGMuJoCG00JdOzWbz8Ohs -1-4-0 I 7-1-4 I 14-2-8 1-4-0 7-1-4 7-1-4 Scale=1:25.7 4x4= 3 P 5.00 12 14 13 a 15 rli 12 4 2 ls/ -, 5 1.5x4 I I 3x4= 3x4= I 7-1-4 14.2.8 1 7-1-4 7-1-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.08 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.16 5-8 >999 180 BCLL 0.0 * Rep Stress Ina YES WB 0.07 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:51 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc puffins. 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=522/0-3-8,2=604/0-3-8 Max Horz 2=66(LC 11) Max Uplift4=-185(LC 12),2=-267(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-12=-807/351,12-13=-735/361,3-13=-728/371,3-14=-726/386,14-15=-735/374, 4-15=-805/372 BOT CHORD 2-5=-261/679,4-5=-261/679 WEBS 3-5=-6/314 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=24tt;eave=oft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-11 to 1-7-5,Interior(1)1-7-5 to 7-1-4,Extenor(2)7-1-4 to 10-1-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; ,``III11111/I��, Lumber DOL=1.60 plate grip DOL=1.60 `��-A ,S A q �� 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `� \v' ,—••• ZB �j� 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 ,, %)•••\G E N S'•••.9A�:i fit between the bottom chord and any other members. & •• � 4 ' 1, r. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 185 lb uplift at joint 4 and 267 lb uplift at • 39381 joint 2. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 7. S ATE • LU:: 0' ; � 1SSONA1' Os' nnI1 FL Cert. 6634 June 8,2015 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.02/16J1016 BEFORE USE. la Design valid for use only with Mllek connectors.this design Is based only upon parameters shown.and Is for an individual balding component. Appllcabliry of design parameters and proper Incorporation of component Is responsibility of bulking designer-not hers designer.&acing shown Is for lateral support of I ndMkhral web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the Ixlalng designer.For general guidance regarding MI ek' fabrication.quality control,storage.detNery,erection and bracing.consult ANSI/Wi1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information avalcrile from Truss Plate Institute.781 N.Leo Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job' • truss ITruss Type I Qty Ply Randy Long Residence T7136514 J150205 A04 Half Hip Girder 1 1 i Job Reference(optional) Manning Building Suppkes. Jacksonville.FL 7.620 s Apr 30 2015 MiTek industries.Inc. Mon Jun 08 09:45:44 2015 Page 1 ID:JQbmzYZ_QvLSokCEb82D9QynZDO-wcEd?BPngXpuXBQwx46XNrMPvladxayYYHmW21z8Ohr I -1-4-0 I 7-1-7 104-0 14-2-8 -I 1-4-0 7-1-7 3-6-9 3.6.9 Scale=1:27.1 4x10= 1.5x4 I 6x6= 3 4 12 5 Y 5.00 12 S 2 • N C1 8 13 7 14 15 Ill 3x6= 3x10 I HTU26 8x8_ HTU26 6' HTU26 HTU26 3x10 MT2OHS I I I 7-1-7 10-8-0 I 14-2-8 { 7-1-7 3.6.9 3-6-9 Plate Offsets(X,Y)-- (3:0-7-8,0-2-01,(7:0-2-0,0.4-41 LOADING(psi) SPACING- 2-0-0 ! CSI. DEFL- in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.07 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.15 7-8 >999 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.67 Horz(TL) 0.04 6 rVa n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:82 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1D'Except' TOP CHORD Structural wood sheathing directly applied or 3-1-10 oc purlins, except 3-5:2x4 SP No.2 end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-13 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing 1 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=2502/0-3-8,2=1601/0-3-8 Max Horz2=163(LC 7) Max Uplift6=-1025(LC 5),2=-658(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3215/1231,3-4=-2229/913,4-12=-2229/913,5-12=-2229/913,5-6=-2075/878 BOT CHORD 2-8=-1188/2896,8-13=-1214/2972,7-13=-1214/2972 WEBS 3-8=-568/1603,3-7=-983/383,5-7=-1207/2953 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=24it eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 `,`��111111////�, plate grip DOL=1.60 ,�� N,S /4, q �� 3)Provide adequate drainage to prevent water ponding. ,��O� •,.••• B �j� 4)All plates are MT20 plates unless otherwise indicated. `� _‘0‘. .••�C E N S+ •. -�A �� 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. i■ • V r_.C ••,-Kr r• 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 . • 3938 _ ••� fit between the bottom chord and any other members. • 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1025 lb uplift at joint 6 and 658 lb uplift at - *; joint 2. - i� • - 8) Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. - sells ti' 9)Use Simpson Strong-Tie HTU26(20-10d Girder,11-10dxl 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting ARP!: • LU at 7.0-12 from the left end to 13-0-12 to connect truss(es)to front face of bottom chord. o•• 10)Fill all nail holes where hanger is in contact with lumber. 10 T As' Q P.•��`�. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,°,'$ '•.. 0 R t LOAD CASE(S) Standard ��,ss��N ll A�� 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Verl:1-3=-54,3-5=-54,6-9=-20 FL Cert. 6634 June 8,2015 Continued on page 2 WARN/NO-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1-7473 rev.07/16/1016 BEFORE USE. 161. Design valid for use oNy with MIIok connectors.TMs design is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building<krslgner-not truss 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 peanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding kabrk:atlon.quality control.storage,delivery.erection and bracing.consult ANSI/1PI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety INormatlon available from Truss Plate institute,781 N.Lee Street.Suite 312,Alexandrkl.VA 22314. Tampa,FL 33610 Job' • Truss Truss Type Qty "Ply Randy Long Residence 17136514 J150205 A04 Hall Hip Girder 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.620 a Apr 30 2015 MiTek Industries,Inc. Mon Jun 08 09:45:44 2015 Page 2 ID:JQbmzY2 LQvLSokCEb82D9QynzDO-wcEd?BPngXpUXBOwx48XNrMPvladxayYYHm W 21 z8Ohr LOAD CASE(S) Standard Concentrated Loads(lb) Vert:8=-1320(F)13=-555(F)14=-555(F)15=-555(F) • 1 Q WARNING•Vorfly design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11.7473 rev.02/162015 BEFORE USE • Design valid for use only with Mllek connectors.This design 5 based only upon paaneters shown.arxt Is lot on Individual building component. Applicability of design parameters and proper Incorporation of component s responsibility of building<krslgner-not truss designer.Bracing shown Is for lateral support of IndMdud web members only. Ackell nal temporary bracing to Insure stability during constucikm Is the responsi elity of the Mire k' erector.AdclItonal permanent bracing of the overall structure k the resporatrlllty of the building designer.For gerarrai griderv.a'coup ling fabrication.quality control.storage,delivery,erection and bracing.consult ANSI/WP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avalabte from Truss Plate ksglute.781 N.Lee Street.Suite 312 Alexorldila.VA 22314. Tampa.FL 33610 Job . • Truss I fruss Type Qty Ply Randy Long Residence 77136515 J150205 801 1Hall Hip Girder 1 1 1Job Reference(optional) Manning Building Supplies.Jacksonville,FL,Caner 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 13:52:50 2015 Page 1 ID:JQbmzYZ_QvLSokCEb82D9QynzDO-TOtsTEoUIOWZ?1 jHirOVM6P2DIf8iuBonvB2Qiz8L4B Scale=1:29.4 NAILED NAILED 4x4= 2x4 II NAILED 3x4= NAILED 3 11 12 4 13 14 5 U nn n , 5.00 I nr nn c 2 h �1 nn nn nn nn 0 15 16 17 18 ... 7 6 6x6__ NAILED NAILED NAILED 6x6 3x5= NAILED Plate Offsets(X,Y)-- [2:0-0-4,0.0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.25 6-7 >742 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.67 6-7 >279 180 BCLL 0.0 • Rep Stress Incr NO WB 0.74 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:73 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc puffins, BOT CHORD 2x4 SP No.1D except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-2-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1088/0-3-8,6=1340/Mechanical Max Horz 2=164(LC 7) Max Uplift 2=-448(LC 8),6=-515(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2011/689,3-11=-1793/675,11-12=-1793/675,4-12=-1793/675 BOT CHORD 2-7=-646/1781,7-15=-606/1293,15-16=-606/1293,16-17=-606/1293,17-18=-606/1293, 6-18=-606/1293 WEBS 3-7=0/444,4-7=-92/670,4-6=-1516/710 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=25ft;B=45ft;L=2411 eave=4ft;Cat. 01111111/11. II;Exp C;End.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber ��``` r S A. ., �1�j DOL=1.60 plate grip DOL=1.60 ,� O� .••••' B �� 3)Provide adequate drainage to prevent water ponding. �.. . \Ci E Aid...•• '9 �i 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , .• V __F•••.�y 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 A will tit between the bottom chord and any other members. • 3938 6) Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 448 lb uplift at joint 2 and 515 lb uplift at = joint 6. '•A 'ra' 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. + . —ST-TOENAIL ATE • 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)224 lb down and 256 lb up at �� ,K‘•••T� 0 R 1 O lip,.•\' 7-0-0 on top chord,and 321 lb down and 86 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s)is °0 `` \ • 11)Inethe responsibility of others. section,loads applied to the face of the truss are noted as front(F)or back(B). ',�1I,,�0 N A1-1-'s,, 1111111" LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) FL Cert. 6634 Vert:1-3=-54,3-5=-54,6.8=-20 June 8,2015 1 1—""�WANNc Vc erity design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M11.7473 rev.02/18?018 BEFORE USE MN Design valki la use only with MITek connectors.This design is based only upon parameters shown.and is for an indivkival balding component. Applicability of design parameters and proper incorporation of component Is responsibility of txllding designer.not truss designer.Bracing shown is for lateral support of individual web members only.Additto nc temporary bracing to Insure stability during construction is the responsibility 01 the MITek• erector. Additional permanent bracing of the overall structure Is the responsibility of the btldksg designer.For general gukio nce regarding fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information avc cble from buss Rate Institute,781 N.Lee Short,Sulle 312.Alexancirla.VA 22314. Tampa.FL 33610 Job • .. Truss Truss Type ip Qty Ply Randy Long Residence T7136515 Ji 50205 BOt Haft H Girder 1 1 Job Reference(optional) Manning Building Supplies.Jacksonville,FL,Carter 7.6208 Apr 30 2015 Mu sic Industries.Inc. Mon Jun 08 13:52:50 2015 Page 2 ID:JObmzYZ OvLSokCEb82D9QynzDO-TOtsTEoUlOWZ?1jHirOVM6P2DIf8iuBonv8201z8L4B LOAD CASE(S) Standard Concentrated Loads(lb) Vert:3=-173(B)7=-321(B)11=-112(B)12=-112(B)13=-112(B)14=-112(B)15=-63(B)16=-63(B)17=-63(B)18=-63(B) I 1 11 I 1 t° V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MtTEK REFERANCE PAGE*111-7473 rev.02/16,2015 BEFORE USE • Design valki for use only with Mflek connectors.Ibis design is based only upon parameters shown.and Is for an individual bulking irng component. Applicability of design parameters and proper Incopoallon of component is responsibility of building designer-not truss designer.Bracing shown • is for lateral support of I ctividud web members only. 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 respolsbility of the building alrng designer.Fo general guidance terracing fabrication,quality control,storage.delNery,erection and bracing.consult ANSI/TPI1 Quality Criteria.DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdd,le from Truss Plate institute,781 N.Lee Street.Suite 312,Aiexarxirka,VA 22314. Tampa.FL 33610 Job. , Truss Fuss Type Qty Ply Randy Long Residence T71365161 J150205 1302 Hip 1 1 Job Reference(optional) Manning Building Supplies,Jacksonville.FL,Carter 7.620 s Apr 30 2015 MiTek Industries,Inc. Mon Jun 08 13:54:22 2015 Page 1 ID:JQbmzYZ_QvLSokCEb82D9QynzDO-ni RenivCdlW V1 AIz592U5VDtLr7_FekLxDTveMz8L21 Scale=1:29.6 4x4= 5x5= 4 13 14 15 5 1.5x4 i lieb 6 5.00 12 4 1.5x4 3 N (7) 12 2 cv u:1 0 gli o 04 0 8 7 3x8= 3x4= 3x5= LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.12 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(LL) -0.31 8-11 >599 180 BCLL 0.0 • Rep Stress!nor YES WB 0.18 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:83 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-10 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=657/0-3-8,7=575/Mechanical Max Horz 2=184(LC 11) Max Uplift 2=-283(LC 12),7=-220(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-12=-1005/488,3-12=-967/500,3-4=-693/328,4-13=-593/344,13-14=-593/344, 14 =-59319344,5-15=-5931344 BOT CHORD 2-8-15=-651/893 WEBS 3-8=-326/277,5-8=-257/489,5-7=-552/395 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.Ops1;h=25ft;B=4511;L=24th eave=4th Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-11 to 1-7-5,Interior(1)1-7-5 to 9-0-0,Exterior(2)9-0-010 `,��t<1I111111,,,' 15-7-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for ,`∎• PS A .1 I,' reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,� �� ,...... . B 0e 3)Provide adequate drainage to prevent water ponding. �, .••.C E N s•' -9A�.. 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. ;• \ _$' ••.I/ -0. 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide • a 3938$ .• Wilt 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 283 lb uplift at joint 2 and 220 lb uplift at • joint 7. • �. :' 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ATE • �/ i i,'4,`,S10 N A'�.0's FL Cert. 6634 June 8,2015 ■ 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.02/16/2016 BEFORE USE. iiiir Design valid for use only with Milek connectors.INS design is based only upon teeters shown.and Is for an IndMdual building component. Appilcabllty 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 stabllty during construction Is the responsibility of the Niel(erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 1 6904 Parke East Blvd. Safety Information available from Trues Plate Institute,781 N.Lee Street.Suite 312 Alex<ndrkr.VA 22314. 1 Tampa.FL 33610 1 Job, Truss Truss Type Qty i Ply Randy Long Residence 77136517 J150205 1803 ,Hip 1 I — 1 Job Reference(optional) Manning Building Supplies.Jacksonville,FL.Carter 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 13:54:30 2015 Page 1 ID:JQbmzYZ_OvLSokCEb82D90ynzD0-YFwgSR?DI7XM?PMVZrBMPBZEO3ws7DV W mTPKwvz8L2d Scale=1:29.2 4x4 = 4x4= 4 5 16 3x4 6 5.00 3x4 i 15 3 or n _ iN o d: J• 0 14 1 2 7 wi w 1 - w 0 10 9 8 7 3x4= 1.5x4 I I 3x4= 3x4= 1.5x4 I I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) i/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ver1(LL) -0.05 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.13 9-10 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.36 Horz(TL) 0.02 7 n/a ria BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:88 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=657/0-3-8,7=575/Mechanical Max Horz 2=199(LC 11) Max Uplift 2=-283(LC 12),7=-207(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-14=-1021/406,3-14=-921/422,3-15=-478/255,4-15=-414/271,4-5=-384/283, 5-16=-381/265,6-16=-449/259,6-7=-574/362 BOT CHORD 2-10=-560/893,9-10=-560/893,8-9=-268/384 WEBS 3-9=-569/320,6-8=-291/503 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-11 to 1-7-5,Interior(1)1-7-5 to 11-0-0,Exterior(2)11-0-0 to ``011111111/ii/, 12-0-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for 0-1� cj A. /, reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ♦.,%, f!`P.•...• A�B��i� 3)Provide adequate drainage to prevent water ponding. ♦♦ .••�C N.,•• -T i, 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. K .• \ _. F•••..- . . 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 .. 3938 I_ .•• will fit between the bottom chord and any other members. 6) Refer to girder(s)for truss to truss connections. = *:• = 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 283 lb uplift at joint 2 and 207 lb uplift at joint 7. •• • i 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �� ATE • ': �� i %b'��.5�< 0RXQPrIN• iiiiiiiiiitot- FL Cert. 6634 June 8,2015 ■ 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2016 BEFORE USE MI Design valid for use only with Mitek connectors.tNs design Is based only upon pan parr11110015 shown.and Is for an Individual balding component. Applicability of design parameters and proper hcorporalbn of component Is responsibility of building designer.not truss designer.Bracing shown Is for lateral suppord of Individual web members only. Additional temporary bracing to Insure stabllty during construction Is the responsibility of the M iTek erector. Additional permanent bracing of the overall structure Is the responsibility of the bullring designer.For general guidance regarding fabrication.quality control.storage,delivery,erection and bracing.consult ANSI/TP11 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.Alexandria.VA 22314. Tampa.FL 33610 Job, , Truss Truss Type Qty IPly Randy Long Residence 77136518 J150205 804 Common 11 , 1 Job Reference(optional) Manning Building Supplies.Jacksonville.FL.Carter 7.620 5 Apr 30 2015 MiTek Industries,Inc. Mon Jun 08 13:54:39 2015 Page 1 I D:JQbmzYZ_QvLSokCEb82D9QynzDO-n_z4L W 6sduf5anYEaErTH5Ql Uh?W kHyrrN5JItz8L2U 4x4= Scale=1:28.6 4 PI 14 t3 15 3x4 12 5.00 5 3x4� � 3 fi . J; 0 Aill co iiiiii...._10 c5 12 2 cv n r r y_: 1 Y ■ 0 8 7 6 1.5x4 II 3x8= 1.5x4 II 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.03 8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Verl(TL) -0.07 8-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 I (Matrix-M) _ Weight:82 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-7 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. 1 MiTek recommends that Stabilizers and required cross bracing 7 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=657/0-3-8,6=575/Mechanical Max Horz 2=203(LC 11) Max Uplift 2=-283(LC 12),6=207(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-12=-999/379,3-12=-944/396,3-13=-469/251,4-13=-405/260,4-14=-381/251, 14-15=-405/244,5-15=-444/241,5-6=-542/321 BOT CHORD 2-8=-500/871,7-8=-500/871 WEBS 3-7=-559/286,5-7=-237/459 NOTES- ..‘01111111.1/1)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=24fh eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-11 to 1-7-5,Interior(1)1-7-5 to 11-6-3,Exterior(2)11.6-3 to ,, 14-6-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for ��%%' A.4. A��.,� reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �� r`p.••• �e �i 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��.• G E 3 •••• -9�1e 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 :I< •;• \e __ $ ••• v,,0, will fit between the bottom chord and any other members. ', • 3938 5) Refer to girder(s)for truss to truss connections. • * ilpIr 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 283 lb uplift at joint 2 and 207 lb uplift at —10)....ari joint 6. — 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. .• f'� ,�•. ATE • :1, • i°• p R \• C? •■ FL Cert. 6634 June 8,2015 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 roe 01/1&2015 BEFORE USE Design valid for use only with Mftek connectors.1Ns design Is based only upon parameters shown,and Is for on individual br ldilg component. Applicability of design parameters and proper incorporation of component Is responsteity of building 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 M*Tek• erector. Add Clonal permanent lxacing of the overall structure Is the responsibility of the building designer.rot()meld gtidonce iegaciit l 1 fabrication quality control,storage,delivery,erection and tracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.J 11111. Solely information available from Truss Plate ixBtute,781 N.Lee Sheaf-Suite 312.AICX(Jr irIO,VA 22314. Tampa.FL 33610 Job• + Truss Truss Type Qty I Ply I Randy Long Residence T7136519 1J150205 B05 Roof Special 4 I 1 I I IJob Reference(optional) Manning Building Supplies. Jacksonville,FL 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:45:47 2015 Page 1 ID:JQbmzYZ_Q vLSokCEb82D9QynzDO-KBwIdCRg6SCTOe9VcDhe?U_zzWda8WAEF_BfMz8Oho -1-4-0 I 5-10-15 11-6-3 I 15-9-0 I 21-7-3 27-10-0 129.2-0_ 1-4-0 5-10-15 5-7-4 4-2-12 5-10-3 6-2-13 14.0 Scale=1:52.2 4x4= 4 • 5.005i- .00 12 20 21 1.5x4 II 1.5x4 II 5 3 3x4 et A 19 Ili 6 2 ;1 ri i 5x5= ° ° = 22 • 12 11 t0 9 N 1 3x4= 3x4= 5x5= 1.5x4 11 7 8 1d c.3.00112 3x4 5-10-15 I 15-9-0 I 21-7-3 I 27-10-0 i 5-10-15 9-10-0 5-10-3 6-2-13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.24 11-12 >782 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.61 11-12 >306 180 BCLL 0.0 • Rep Stress lncr YES WB 0.70 Horz(TL) 0.01 11 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:129 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 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) 2=619/0-3-8,7=485/0-3-8,11=1105/0-3-0 Max Horz2=-133(LC 10) Max Uplift2=-296(LC 12),7=-266(LC 12),11=-327(LC 12) Max Grav2=619(LC 1),7=488(LC 22),11=1105(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-19=-946/406,3-19=-889/420,3-20=-953/530,4-20=-889/540,6-22=-1044/504, 7-22=-1106/487 BOT CHORD 2-12=-205/820,11-12=0/275,10-11=-596/313,5-10=-329/252,9-10=-382/1016, 7-9=-377/1006 WEBS 3-12=-325/264,4-12=-320/767,4-11=-559/128,6-10=-1101/499 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2ps1;BCDL=3.0psf;h=25ft;B=45ft;L=28ft;eave=4ft;Cat.II; ,1111111111//��' Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-11 to 1-7-5,Interior(1)1-7-5 to 11-6-3,Exterior(2)11.6-3 to ..,1 PCJ A. A I. 14-6-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions .• w •..... �e /,� shown;Lumber DOL=1.60 plate grip DOL=1.60 ,.��,P.••�G E N s•• -yA�., 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. ♦•Ai ;• \. F�••• N__. 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 , • .. ../1 r fit between the bottom chord and any other members. 5)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity- *: ' of bearing surface. — jor3938•_ 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 296 lb uplift at joint 2,266 lb uplift at joint 7= ..140. rQ and 327 lb uplift at joint 11. ' a ATE • �/ 7)"Semi-rigid pltchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 0'. to . ,��,,c`4* O R ,O p • ,�� S . .net /0T:s; ,. si/Iif11111111- FL Cert. 6634 June 8,2015 f WARNING-Verify design panunefou•.and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11.7173 rev.OYf6110i5 BEFORE USE. Design valid for use only wtth Wok connectors.Ibis design 8 based only upon parameters shown.and is for an individual bolding component. Applicability of design parameters and proper trncorporatton of component Is responsbitlty of building designer-not truss designer.Bracing shown Mil Is for lateral support of kudvldual web members only. Additional temporary bracing to ksure stability diming 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 kIIok:atIor 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 Job. , truss truss Type ]Qty Ply Randy Long Residence 77136520 J150205 B06 Roof Special 2 1 i _ Job Reference(optional) Manning Building Supplies,Jacksonville,FL,Caner 7.620 s Apr 30 2015 MiTek Industries.Inc Men Jun 08 13:55:04 2015 Page 1 ID:JQbmzYZ_OvLSokCEb82D9QynzDO-Yo_Wb3QYkZpY4dy1Y_oKnMzOomOf5VgXbme87wz8L25 Scale=1:53.3 4x4= 5.00 ' 4 21 1.5x4 6x8 20 5 3 3x4 Cf: 19 1*IIIIIIIIIIIIibih.s. 6 2 22 - eli�' 8x5 o o 0 12 11 10 9 4x10= 3x4- 5x5= 1.5x4 II 7 8 1,/7 e c? d - g. • 3.00112 3x4 LOADING(psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 1 TC 0.50 Vert(LL) -0.24 11-12 >855 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.61 11-12 >332 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.71 Horz(TL) 0.04 11 n/a Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:142 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except' TOP CHORD Structural wood sheathing directly applied or 5-0-6 oc purfins. 1-3:2x8 SP No.1 D BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 f MiTek recommends that Stabilizers and required cross bracing ■ WEBS 2x4 SP No.2 I be installed during truss erection,in accordance with Stabilizer [Installation guide. REACTIONS. (lb/size) 7=476/0-3-8,11=1168/0-3-0,1=596/0-3-8 Max Horz 1=-140(LC 10) Max Uplift 7=-263(LC 12),11=-350(LC 12),1=-228(LC 12) Max Gray 7=484(LC 22),11=1168(LC 1),1=596(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-252/193,2-19=-1237/526,3-19=-1076/477,3-20=-1138/592,4-20=-1069/602, 5-6=0/281,6-22=-1023/486,7-22=-1085/469 BOT CHORD 2-12=-282/1011,11-12=0/296,10-11=-595/312,5-10=-333/256,9-10=-362/997, 7-9=-356/987 WEBS 4-12=-387/962,4-11=-647/159,6.10=-1111/503,3-12=-433/304 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=29ft;eave=4fh Cat. 0/11111►I/i II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-0-0.7 to 2-11-9,Interior(1)2-11-9 to 12-8-0,Exterior(2)12-8-0 ,son:.,g A. '14///// to 15-8-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for ,�∎o0 ........ B /jam reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �% �. \G E N S '9�/�,j 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . /` . __._.• •_-lj.� 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 • 39381 will fit between the bottom chord and any other members. = * 5)Bearing at joint(s)7,1 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 263 lb uplift at joint 7,350 lb uplift at joint •e ' �y r 11 and 228 lb uplift at joint 1. i : • ° ATE • 7)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. 4/4 ;9,,,,,,..4-01:4--A. /1/1117111��` FL Cert. 6634 June 8,2015 1 I Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02/16/2015 BEFORE USE ■ Design valid for use only with Mllek connectors.This design is based only Upon pcsameters shown.and Is kr an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of txdkIhg designer-not truss designer.Bracing shown MiNII Tek' Is for lateral support of Individual web members oily. Additional temporary iona bracing to Insure slab illy during construction Is the responsibility of the Ml l erector. Additional permanent bracing of the overall structure is the responetbNlty of the building designer.For general guidance regarding fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information avala le from Truss Plate knstirAe,781 N.Lee Street.Suite 312,Alexondrla.VA 22314. Tampa.FL 33610 Job. , (runs [russ Type Qty Ply 1 Randy Long Residence 1 T7136521 J150205 B07 Root Special 2 1 'Job Reference(optional) I Manning Building Supplies.Jacksonville,FL.Carter 7820 s Apr 30 2015 MiTek Industries,Inc. Mon Jun 08 13:55:16 2015 Page 1 ID:JQbmzYZ_QvLSokC Eb82D9QynzDO-8UgpXraKRtaZln t jN W2cMJYLOPDkNuDapx1 tc7z8L1 t Scale=1:52.4 5x5= 5.00 Ti 4 • - ii 21 1.5x4 II 6x8 0 20 5 �I 3x4 c> 19 6 1.4, 2 iss110.1.1.1.6.1."... ; 12 23 24 11 2 0 o S 5x10= 3x4= 7 8 6x8= • __ lcv c o c 10 9 3x5= 1.5x4 3x8= Plate Offsets(X,Y)-- [7:0-0-0,0-0-8],[9:0-3-8,0-1-8],[11:0-3-8,0.3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.28 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.80 11-12 >436 180 BCLL 0.0 • Rep Stress Ina YES WB 0.46 Horz(TL) 0.19 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:154 lb FT=20% LUMBER- BRACING- . TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins. 1-3:2x8 SP No.1 D BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. BOT CHORD 2x4 SP No.2'Except' MiTek recommends that Stabilizers and required cross bracing 2-11:2x4 SP No.1D be installed during truss erection,in accordance with Stabilizer WEBS 2x4 SP No.2 Installation guide. REACTIONS. (lb/size) 7=1152/0-3-8,1=1089/0-3-8 Max Horz 1=-140(LC 10) Max Uplift 7=-465(LC 12),1=-376(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-425/254,2-19=-2530/974,3-19=-2496/954,3-20=-2572/1062,4-20=-2504/1079, 4-21=-2639/1137,5-21=-2687/1124,5-6=-2680/1040,6-22=-2100/835,7-22=-2166/818 BOT CHORD 2-12=-731/2338,12-23=-418/1528,23-24=-418/1528,11-24=-418/1528,5-11=-293/225, 7-9.686/1938 WEBS 4-12=408/1053,4-11=-538/1375,9-11=-703/2018,6-11=-92/507,6.9.567/278, 3-12=466/316 NOTES- 01,0111111 1)Unbalanced roof live loads have been considered for this design. `iii► CJ A i/i�� 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=291t;eave=4ft;Cat. �� P • 'j, II;Exp C;Encl.,GCpl=0.18;MWFRS(directional)and C-C Exterior(2)-0-0-7 to 2-11-9,Interior(1)2-11-9 to 12-8-0,Exterior(2)12-8-0 ,�� \,r.•�G E N 8.+Ce'9 ��i to 15-8-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for :��•• v 6' ••••?j_. reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3938�_ •' 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide * will fit between the bottom chord and any other members,with BCDL=10.0psf. 5)Bearing at joint(s)1 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 465 lb uplift at joint 7 and 376 lb uplift at O•. ATE • ��• joint 1. , 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 0 c< • •C 0 R \"• C?\`• .,�SS,ONAt-GN•4 ■ �I+1I►►► FL Cert. 6634 June 8,2015 i 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.02/161201S BEFORE USE. Mit Design valki for use only with MRek connectors.This design Is based only upon parameters shown,and Is for on kx6vtduat building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not Inns 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 bulking erector. Additional permanent bracing of the overall structure Is the responsibility of thebulking designer.Fa general guidance regarding fabrication,quality control,storage.delivery,erection and bax;tg.consult ANSI/TPtt 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 (ivy Ply I Randy Long Residence 1 T7136522''. J150205 608 Root Special 2 1 • 'Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:45:50 2015 Page 1 I D:JQbmzYZ_Qv LSokCEb62D90ynz D0-kmcuG ET Y PN a2 F6t4I LFLd6cUOjeYLL70wD DrGhz8Ohl 1 5.10.15 I 11-6-3 I 15-9-0 1 21-7-10 1 27-10-0 29.2-0 1 5-10-15 5-7-4 4-2-12 5-10-11 6-2-6 1-4-0 Scale=1:49.4 4x4 II 3 5.00 12 � 19 20 1.5x4 1' 1.5x4\\ 4 2 u N v 18 3x4 1 n 1 N ial d kl■ 11 10 Illiiii:....354= 6x8 3x4= _ ` 8 7 :i. 6 N 9 8 3x5= 2x4 II 3x8= 8-0-5 15.9-0 1 21-7-10 1 27-10-0 8-0-5 1 7-8-10 5-10-11 6-2-6 Plate Offsets(X,Y)-- (1:0-0-0,0-1-0),58:0-3-8,0-1-81,110:0-2-4,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.17 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.48 10-11 >691 180 BCLL 0.0 • Rep Stress Incr YES WB 0.43 Horz(TL) 0.13 6 n/a ri/a BCDL 10.0 Code FBC2010/TP12007 J (Matrix-M) Weight:139 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-6 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) 1=1028/0-3-8,6=1107/0-3-8 Max Horz 1=-134(LC 10) Max Uplift1=-363(LC 12),6=-451(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-18=-2076/849,2-18=-2018/858,2-19=-1870/794,3-19=-1806/803,3-20=-2444/1083, 4-20=-2492/1070,4.5=-2492/984,5-21=-1993/801,6-21=-2058/784 801 CHORD 1-11=-614/1862,10.11=-367/1392,4-10=-290/226,6-8=-655/1839 WEBS 2-11=-318/243,3-11=-161/503,3-10=-540/1309,8-10=-676/1907,5-10=-72/409, 5-8=-528/267 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=130mph(3-second gust)Vasd=101mph;TCDL=4.2psh BCDL=3.Opsf;h=25ft;B=45ft;L=28ft;eave=4ft;Cat.II; �►/11I 111/i Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0.0 to 3-0-0,Interior(1)3-0-010 11-6-3,Exterior(2)11-6-3 to %��-�AIPS A. Ai, ii, 14-6-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions ,`%�`V` ......• (e ••jam shown;Lumber DOL=1.60 plate grip DOL=1.60 ,� .•'�G E N - -y �� 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦,` V ____F��•..j,.r. 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 3938 1 fit between the bottom chord and any other members. • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 363 lb uplift at joint 1 and 451 lb uplift at joint 6. — 6)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. F ..te ((t ' • SATE • ''.40:: :..-<•f'4* O R ,Op:r\�� i i'1,S�ONAL��O• -""i111I11►11� FL Cert. 6634 June 8,2015 1 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/15/2015 BEFORE USE MN Design weld for use only with MIlek connectors.This design is txistxl only upon parameters shown.and Is for an kick/kite-4 building component. ApplkXILIIIy of design parameters and proper Incotporalkxt o1 component Is responsBlllly of building designer•not truss designer.Bracing shown Is for lateral support of IndNklual web members only. Additional temporary bracing to Incase stability during construction Is the responsibility of the MiTek' ereckx. Additional permanent tracing of the overall structure Is the nesponsk:illty of the bolding designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and txa chg.consult ANSI/7P11 Quality Criteria,DSB-89 and BCS%Building Component 6904 Parke East Blvd. Safety IMorrnaflon available from Truss Plate hstltute.781 N.teat Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 __ i Job I Truss Truss Type Qty !Ply I Randy Long Residence 17136523 J150205 B09 Roof Special 1 1 I Job Reference(optional) 1 Manning Building Supplies, Jacksonville,FL 7.620 s Apr 30 2015 MWTek Industries.Inc. Mon Jun 08 09:45:51 2015 Page 1 ID:JQbmzYZ_QvLSokCEb82D9QynzDO-Dy9GTaUAAhivsGSGr3ma9K9f77_n4nya9sy0o7z8Ohk I 5-10-16 I 11-6-3 ■ 15-9-0 I 21-7-10 I 27.10-0 5.10-15 5-7-4 4-2-12 5-10-11 6-2-6 Scale:114'=1' 4x4 II 3 , 5.00 12 18 19 1.5x4 II 1.5x4\� 4 2 .1 v 17 3x4 1, 5 1 ot 20 II 9 i ►� 10 3x4= 6x8= 9 6 t`r N 3x4= " s-. .", 1'h - 0 8 7 3x4= 2x4 I I 3x8= I 8-0-5 I 15-9-0 I 21-7-10 I 27-10-0 8-0-5 7-8-10 5-10.11 6-2-6 Plate Offsets(X,Y)-- 11:0-0-0,0-1-0),17:0.3-8,0-1-81,[9:0.2-4,Edge] _ I LOADING(psf) SPACING- 2-0-0 CS,. DEFL. in (lac) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.16 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.48 9-10 >692 180 BCLL 0.0 * Rep Stress Incr YES WB 0.46 Horz(TL) 0.13 6 n/a ri/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:137 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-4 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) 1=1030/0-5-8,6=1030/0-3-8 Max Horz 1=-122(LC 10) Max Uplift 1=-368(LC 12),6=-373(LC 12) a' FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-17=-2081/854,2-17=-2022/864,2-18=-1874/799,3-18=-1811/809,3-19=-2454/1095, 4-19=-2502/1082,4-5=-2502/997,5-20=-2014/838,6-20=-2078/828 BOT CHORD 1-10=-639/1866,9-10=-392/1396,4-9=-288/225,6-7=-693/1859 WEBS 2-10=-318/242,3-10=-161/503,3-9=-549/1316,7-9=-720/1928,5-9=-76/398, 5.7=-528/273 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Exp CA End.,GCpi=0.18;MWFRS(directional)and C C Exterior(2)0-0-0 to 3-0-0,InDterior(1)3-0-0 to 111-6 3,Exterior(2)eave=4ft; to Cat.II; `,`, ►1111111//,ii/ P P- ( ) O O O .. Pg A. q I, 14-6-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions ,`%■O r •........ �e ∎� shown;Lumber DOL=1.60 plate grip DOL=1.60 �. •''�G E N$ '9 �i•3)This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. ♦ •' V __S• --. 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 • e 39381 •• fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 368 lb uplift at joint 1 and 373 lb uplift at joint 6. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. = ••1� 7� -—. ATE • 4/: i��s,6NA�� %- 11 FL Cert. 6634 June 8,2015 • 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MI1.7473 rev.02/16/2015 BEFORE USE. MN Design valid for use only with MITek connec tors.This design is based only upon parameters shown.and Is for an Individual bxldng component. Applk:al llry of design parameters and proper hcarporaton of component Is responsibility of building designer-not trans 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 M iTek" erector. Addlion l 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.c ng.consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Instttute.781 N.Lee Street.Suite 312.Alexandria.VA 72314. Tampa.FL 33610 Job. i truss truss Type Qty Ply Randy Long Residence T7136524 J150205 B10 Roof Special 1 1 1 ;Job Reference(optional) Manning Building Supplies,Jacksorwlle.FL,Carter 7.620 s Apr 30 2015 MiTek Industries,Inc. Non Jun 08 13:55:42 2015 Page 1 ID:JObmzYZ_QvLSokCEb82D9QynzDO-R5HUZ2tNnFb9dTsLmzTFKNXQF4N6?ID7Kgr8Skz8L1V Scale=1:47.4 4x4= 3 5.00',12 • 18 19 3x4 3x4-3-- 4 ,� 5x5 2 .. 5 cam+ 1 6x12 17 6 1 , a y N C Ia , J o 8 7 0 11 10 9 12x14 3x4- 1.5x4 I I 3x8= 6x6= 3.00 12 Plate Offsets(X,Y)-- (9:0-3-0,0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.60 15 >553 240 MT20 137/130 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.37 8-15 >243 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.45 Horz(TL) 0.12 7 n/a n/a BCDL 10.0 Code FBC201O/TP12007 (Matrix-M) Weight:144 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-6 oc puffins. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 3-0-9 oc bracing. 7-8: 1-1/2x9-1/4 LP-LSL 1.75E MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be Installed during truss erection,in accordance with Stabilizer I Installation guide. REACTIONS. (lb/size) 1=1028/0-5-8,7=1028/Mechanical Max Horz 1=91(LC 11) Max Uplift 1=-343(LC 12),7=-175(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-17=-2081/793,2-17=-2021/802,2-18=-1598/649,3-18=-1536/659,3-19=-1536/680, 4-19=-1577/670,4-5=-2401/949,5-6=-4167/1464 BOT CHORD 1-11=-698/1865,10-11=-698/1865,9-10=-755/2175,8-9=-1315/3753,6-8=-1225/3483 WEBS 2-10=-530/271,3-10=-318/924,4-10=-964/378,4-9=-231/736,5-9=-2130/759, 5-8=-639/1971 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)II;Exp C;End., =0.18;MWFRS(diirrecctonal)and C-C Exterior(2)0-0-0 to 3-0 0,Inter orr(1)3-0-0 tto 11-6-3,Exterior(2)116-3 to Ott ixg A. A 46.,•.,//// 14-6-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for ,��O� •........ � reactions shown;Lumber DOL=7.60 plate grip DOL=1.60 �� . \G E Ni*...-9 A�,. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .• V F • Z_.. 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 • • 3938# •• will fit between the bottom chord and any other members. • 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 343 lb uplift at joint 1 and 175 lb uplift at joint 7. . .A. �. : z• 7)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. %O. AT E • • ILI:: e.•∎ 0"/�NA�GC4 FL Cert. 6634 June 8,2015 1 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02/16/2016 BEFORE USE. id Design vald for use oNy with Milek connectors.This design Is based only upon building parameters shown,and Is for an Individual b ing component. + Applicability of design parameters and proper Incorporation of component Is responsibility of txiklhg designer•not Inns 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 goldan:e regarding fabrication,duality control,strage,delivery,erection and Lrachg.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from leas Pate Insttiute.781 N.Lee Street,Suite 312.Aiexdxdra,VA 77314. Tampa,FL 33610 Job. r Truss Truss Type Qty Ply Randy Long Residence 77136525 J150205 B11 Root Special 1 1 Job Reference(optional) Manning Su*ling Supplies,Jacksonville.FL.Carter 7.620 s Apr 30 2015 Mi Tek Industries.Inc. Mon Jun 08 13:55:55 2015 Page 1 ID:JObmzYZ_QvLSokCEb82D9QynzDO-ZbZoIV1 XkEEJhTMg1 BCIM6aj7Kp3YY11JBVKQTz8L11 Scale=1:50.9 5x8= 3 5.00 I 12 j 22 23 1.5x4 1.5x4 ! 4 5x5= :11' 2 5x8= 1.5x4 6x8= 5 6 7 24 25 8 E 21 .; . ��__ .� [r r 1 1 Y •�, u N 1 IIn C t� 12 11 10 3x5 II i r e o At 1';H �. • 6 5x8 M18SHS_ 6x10= 6 613 1.5x4 I 16 15 14 3x5= 2x4 II 4x10= 1.5x4 II 3.00 12 6x8= 5x12 = Plate Offsets(X,Y)-- [5:0-5-8,0-2-12),[11:0-4-0,0-3-41,[17:0-6-0,0-3-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/defl Ud ■ PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.45 12 >740 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.99 12 >337 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress lncr YES WB 0.80 Horz(TL) 0.14 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:158 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'Except' end verticals. 11-13,9-11:2x4 SP No.1D BOT CHORD Rigid ceiling directly applied or 2-2-0 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) 1=1024/0-5-8,9=1024/Mechanical Max Horz 1=117(LC 11) Max Uplift 1=-367(LC 12),9=-369(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-21=-2193/916,2-21=-2135/925,2-22=-2157/1005,3-22=-2092/1015,3-23=-2286/1075, 4-23=-2325/1065,4-5=-2341/1004,5-6=-5865/2439,6-7=-3470/1458,7-24=-3470/1458, 24-25=-3470/1458,8-25=-3470/1458,8-9=-944/435 BOT CHORD 1-17=-879/1972,2-17=-304/246,15-16=-111/302,14-15=-114/261,12-13=-2091/5002, 11-12=-2093/5012,10-11=-2437/5791 WEBS 15-17=-423/989,3-17=-439/834,13-15=-421/1031,3-13=-604/1302,5-13=-3212/1337, 5-11=-551/1278,6-11=-165/487,6-10=-2391/994,8-10=-1431/3395 ,,WWII/I/,, NOTES `��.AK A. A ��Io, 1)Unbalanced roof live loads have been considered for this design. ,■ \ter • 4e ., • 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=2811 eave=4ft;Cat. ,:�>O.••\G E N.•• -9 .. 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 11-6-3,Exterior(2)11-6-3 to F•••. (�y. 14-6-3,Interior(1)18-8-11 to 27-8-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and • 3938 _ forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise Indicated. -▪ w 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ••!� �(t 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 ▪ 'Q% _�A E [(/� will tit between the bottom chord and any other members. Q 4/Is. 7)Refer to girder(s)for truss to truss connections. .. T.. ,.. , 0 Q;••��.� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 367 lb uplift at joint 1 and 369 lb uplift at �i 0 R joint 9. �j�l�s ..... .. ......!•�C?`%• 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ��/,,�0 N A`';%��, FL Cert. 6634 June 8,2015 ■ ©WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.02/162016 BEFORE USE MI Design valid for use only wIlh MItok connectors. s design Is based only upon p000meters shown.and Is for an Individual biding component. N W Applicabilty of design paaneters and proper Incorporation of component Is resrx,rstrlllty of txll<Iklg designer-not truss designer.Bracing shown Is to lateral support of IndMdual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the Milek• erector. Addtlonal permanent tracing of the overall structure Is the resporuUNlty or the txiding designer.For general guidance[(yarding 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 avdable from Truss Plate Instttule.781 N.Lee Street.Suite 312,Alex<ndrIa,VA 22314. Tampa.FL 33610 Job. • 'Truss Truss Type Oty Ply Randy Long Residence T7136526 J150205 1612 Root Special Girder 1 3 Job Reference(optional) , Manning Building Supplies. Jacksonville.FL 7.620 s Apr 30 2015 MiTek Industries,Inc. Mon Jun 08 09:45:54 2015 Page 1 ID:JQbmzYZ_OvLSokCEb82D9QynzDO-dXrP5cW3Tc4Thl3rXBJHnyn50K_pH690rgB2PSz8Ohh 5.10.14 I 11.6-3 I 15.9.0 16-10-1p 22-0-0 t 25-4-4 28-8-8 I _ 34-10-0 { 5-10-14 5-7-6 4-2-12 l-1.18 5-1-1 3-4-4 3-4-4 6-1-8 Scale:3/16"=1' 5x8= 5.00 FE 4 �� 1.5x4 I I 5x8 M18SHS= 3x4 5 5x8= 3x4= 1.5x4 I I 3 6 7 27 8 9 555 Y- �� • II 10 ° n 1 r /I?� 13 12 11 28 c" vt m 1�� r 14 7510 MT2OHS= 358= 5x8 M18SHS= ' Id 1 g�' °• 17 15 16 1.554 II 558 19 18 457 4x10 3510 I I 1.554 I i 3x4= 3.00 FE I 5-10-14 I 11-6-3 I 15.9-0 16.10-111 22-0-0 I 25-4-4 } 28-4-0 28.6.8 34-10-0 5-10-14 5-7-6 4-2-12 y-1-1 5-1-1 3-4-4 2-11-12 0-4-8 6.1-8 _ Plate Offsets(X,Y)-- 11:0-2-12,0-2-9],[6:0-6-4,0-2-41,19:0-5-12,0-2-8],[10:0-3-10,0-2-3],[11:0-3-8,0.1.8],113:0-5-0,0-3-41 r LOADING(psf) SPACING- 2-0-0 CSI. 1 DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 ' Vert(LL) 0.64 13 >657 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -1.41 13 >297 180 MT2OHS 187/143 BCLL 0.0 • Rep Stress Incr NO WB 0.62 Horz(TL) 0.48 10 n/a rVa M18SHS 244/190 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) I Weight:573 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-3-10 oc purlins. 6-9:2x4 SP No.1 D BOT CHORD Rigid ceiling directly applied or 5-10-15 oc bracing. BOT CHORD 2x4 SP No.2`Except' 11-13:2x6 SP No.1D,10-11:2x6 SP No.2 WEBS 2x4 SP No.2 SLIDER Left 2x8 SP No.1D 2-6-0 REACTIONS. (lb/size) 1=1664/0-5-8,10=2779/0-3-8 Max Horz 1=106(LC 24) Max Upliftl=-592(LC 8),10=-1035(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-640/179,2.3=-2970/1083,3-4=-2869/1080,4-5=-5401/2026,5-6=-5444/1994, 6-7=-15208/5516,7-27=-15353/5609,8-27=-15353/5609,8-9=-15353/5609, 9-10=-13411/4965 BOT CHORD 1-19=-913/2643,18-19=-913/2643,17-18=-842/2621,15-17=-830/2607, 14-15=-2603/7465,13.14=-2583/7413,12-13=-5429/15233,12-28=-5020/13779, 11-28=-5020/13779,11-29=-4622/12646,10-29=-4610/12597 WEBS 4-15=-1369/3712,6-15=-5050/1820,6-14=-97/415,6-13=-2981/8227,7-13=-273/342, �%%I 1 1 1 1 ICI 7-12=-1453/1270,9-11=-1639/4656,9-12=-924/1926 ,��.--�pp`Ps A q��,,, NOTES- � 0\V' Ce ,fie •GEN o 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: :,r- ••\e' SF�'al Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x4-1 row at 1-0-0 oc,2x6-2 rows staggered at 0-4-0 oc. • ' • 39386_ • 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 ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. = •• • :(CC Z 3)Unbalanced roof live loads have been considered for this design. • • 4)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=35ft;eave=4ft;Cat.II; O. ' ATE • �:��/ Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 I. ,ek•.•,C, P•: :* plate grip DOL=1.60 i�'� •4 0 R 1 0. rA\,�� 5)Provide adequate drainage to prevent water ponding. s 7)Thiplates russ has een designed for a otherwise sf bottom chord hord live load nonconcurrent with any other live loads. ,,,,,51///°N AL;,`,�,` 8)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 111 fit between the bottom chord and any other members. 9)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity FL Cert. 6634 of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 592 lb uplift at joint 1 and 1035 lb uplift at June 8,2015 joint 10. a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/47473 rev.02/16/2015 BEFORE USE. Design valid lot use only with Mltek connectors.This design is based only upon parameters shown,and Is for an kxilvklual betiding component. . Appficabllty of design parameters and proper Incorporation of component is responsibility of buiding designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.Additional temporary bracing to insure stability during co nshuction fs the responsibility of the MiTek" erector. Additional permanent bracing of the overall structure k the respxxnsbllity of the building designer.For general guidance regarding fabrtcallon,quality control.storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avalafle from Truss Rate Institute.781 N.Lee Sheet,Suite 312.Alexandrkr,VA 22314. Tampa.FL 33610 __ Jab' Tr. s :Truss Type Oty 'Ply Randy Long Residence 77136526 J150205 812 Roof Special Girder 1 3 Job Reference(optional) Manning Building Supplies, Jacksonville.FL 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:45:54 2015 Page 2 ID:JQbmzYZ_QvLSokCEb82D9QynzDO-dXrP5cW3Tc4TjjBrXBJHnyn5OK_pH69OrgB2PSzBOhh NOTES- 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)242 lb down and 259 lb up at 28-8-8 on top chord,and 1304 lb down and 451 lb up at 27-10-11,and 201 lb down and 102 lb up at 28-4-0,and 192 lb down and 100 lb up at 28-10-10 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54,4-6=-54,6-9=-54,9-10=-54,17-20=-20,16-17=-20,15-17=-20,13-15=-20,11-13=-20,11-24=-20 Concentrated Loads(lb) Vert:9=-129(B)11=-201(B)28=-1304(B)29_192(B) 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. MIK Design valki for use only with Mllek connectors.this design Is based only upon parameters shown,and is for an kdlvidtxl biding component. AppllcabltN of design parameters and proper incorporation of component Is responsibility of b ukfktg designer-not truss designer.Bracing shown Is for lateral support of individual al web members only. hrldltbnd temporary brocktg to insure stability during construction Is the responsibility of the MiTek" erector.Additional permanent bracing of the overall structure Is the responsibility of the is Iding designer.For general guidance regcxdkxt fabrication quality control.storage,delivery,erection and bracing.consult ANSI/TPII Quality Cattalo,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexcndrkt,VA 27314. Tampa.FL 33610 Job. ' Truss Truss Type Oty Ply I Randy Long Residence T7136527 J150205 613 Root Special 1 1 Job Reference(ptional) 1 Manning Building Supplies. Jacksonville.FL 7.620 s Apr 30 2015 MiTek Industries,Inc. Mon Jun 08 09:45:56 2015 Page 1 ID:JQbmzYZ_OvLSokCEb82D9QynzDO-Zwz9W HYJ?DKBz1 LDecLIsNsPt8hwIOPJ18g9TLz8Ohf I 5-10-14 i 11-64 I 15-1-14 1S-9r0 19.7.8 i 2364 i 26.11-8 __ 30-84 34-10-0 i 5-10-14 5-7-6 3-7-11 0.7-4 3-10-8 3-10-8 3-5-8 3-8-15 4-1-9 Scale:3/16'=1' 5x5 I 5,00 . 4 5x12= 36:144.444442,4448= 3x4= 5x5= 1.5x4 11 27 \5 7 3x4 5x5 26 i'a-�\-_ d?� 2 1:.-7 1 �, 13 12 10 w � 14 10x10MT20HS= 11 � _N cQ? o ,� "1- 4x4% 7x10MT2OHS= 2x4 II d to ' O . •• 18 31 32 17 16 3x10 4x7 f.----- . 3.00 12 5x10 II 3x4= 5x5 I 5-10-14 I 15-1-14 115-910 19-7-8 I 23-6-0 I 26-10-0 I 30-8-7 i 34-10-0 5-10-14 9-3-1 0-7-1 3-10-8 3-10-8 3-4-0 3-10-7 4-1-9 Plate Offsets(X,Y)-- [1:0-3-4,0-0-5],[6:0-3-8,0-1-8],[10:0-3-14,0-0-51,[12:0-5-0,0-0-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(TL) 0.63 13-14 >663 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.45 13-14 >289 180 MT2OHS 187/143 BCLL 0.0 • Rep Stress Incr YES WB 0.64 Horz(TL) 0.53 10 rVa n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) j Weight:188 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 1-10-13 oc puffins. 1-4:2x4 SP No.1 D BOT CHORD Rigid ceiling directly applied or 4-10-7 oc bracing. BOT CHORD 2x4 SP No.1D`Except' MiTek recommends that Stabilizers and required cross bracing 12-13,10-12:2x6 SP No.1D be installed during truss erection,in accordance with Stabilizer WEBS 2x4 SP No.2 Installation guide. SLIDER Left 2x8 SP No.1D 2-6-0 REACTIONS. (lb/size) 1=1311/0-5-8,10=1306/0-3-8 Max Horz 1=-106(LC 10) Max Upliftl=-456(LC 12),10=-458(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-449/174,2-26=-2265/965,3-26=-2234/977,3-27=-2219/1054,4-27=-2182/1065, 4-5=-3465/1564,5-6=-4569/1993,6-28=-6441/2745,7-28=-6441/2745,7-29=-5456/2365, 8-29=-5456/2365,8-9=-5755/2447,9.30=-5288/2310,10.30=-5333/2306 BOT CHORD 1-18=-782/2014,18-31=-700/1889,31-32=-700/1889,17-32=-700/1889,15-17=-678/1880, 14-15=-1245/3203,13-14=-1886/4708,12-13=-2580/6417,11-12=-2158/5064, 10-11=-2118/4979 WEBS 4-18=-118/353,4-15=-912/2157,5-14.731/1706,6-14=-1016/475,6-13=-810/2015, ,`�1111111//��•7-13=-59/315,7-12=-1054/451,8-12=-784/1998,9-12=-131/469,9-11=-281/185, ```r,%1N1 PS. A,. q l��'' 5-15=-2329/1109 I • NOTES- �� ..•Ne SF�•.9/�/it 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=351t;eave=oft;Cat.II;. • 3938 II_. • . Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0.0 to 3-5-13,Interior(1)3-5-13 to 11-6-3,Exterior(2)11-6-3 to * : • 30-8-7,Interior(1)30-8-7 to 34-10.0 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 = •■ • r� 3)Provide adequate drainage to prevent water ponding. .3•4)All plates are MT20 plates unless otherwise indicated. O.• ATE • .��• 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • ,\'••/t` Q` • 6)•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 ••am .4. 0 A \ . \ �. fit between the bottom chord and any other members,with BCDL=10.0psf. •N-61 •• •••.•. `C,•N• 7)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity 1, 'O N A, 0.0 of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 456 lb uplift at joint 1 and 458 lb uplift at joint 10. 9)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 June 8,2015 1, f V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.02/16/1015 BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper stcorporoson of component Is responsibility of undoing designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. AddItionai temporary bracing to Insure stability during construction is the responsibllllty of tlx: MiTek' erector. Addlllonal permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regcxdsg k fabrication.quality control,storage,delivery,erection and tracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Information available from Truss Plate Institute.781 N.lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job- r Truss Truss Type Qty Ply Randy Long Residence T7136528 J150205 814 Roof Special 1 1 j Job Reference(optional) Manning Building Supplies, Jacksonville.FL 7820 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:45:57 2015 Page 1 ID:JQbmzYZ_QvLSokCEb82D9QynzDO-16XXkdZxmW S2aBwOCJt_PbPbPY 1 AUPISXoPi?nz8Ohe I 5-10-14 I 11-6-3 i2-10.14 15.9.0 1 20-2-12 i 24-8-8 21• 0 29-6-15 34-10-0 —H 5-10-14 5-7-6 1-4-11 2-10-1 4-5-12 4-5-12 0-5.8 4-4-15 5-3.1 Scale:3/16'=1' 454= 454= 5.00 1 z 4 5 1.5x4 II 3x4= 5x10 6 7 28 29 8 3x4 27 �' 30 3x4 pry% 3 � 9 of N 555 ��! 31 - N m 2 12 N i 10 N 1 13 7x10 MT20HS= 11 ` N q N :1 -- 3x4: 2x4 II I6 Ir4 d .• 18 17 16x14 15 4x10. 5x10 I 1.5x4 I 3x8= 4x7 5 4x10= 2 3.00','1 I 5-10-14 I 11-6-3 1 15-9-0 I 20-2-12 25-2-0 I 29-6-15 I 34-10-0 I 5-10-14 5-7-6 4-2-12 4-5-12 4-11-4 4-4-15 5-3-1 Plate Offsets(X,Y)-- [1:0-3-4,0-0-5],[10:0-4.12 0-1-15] 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) -0.41 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.97 12-13 >429 180 MT2OHS 187/143 BCLL 0.0 • Rep Stress Ind YES WB 0.89 Horz(TL) 0.44 10 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:200 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 D'Except* TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purtins. 4-5,5-8:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-2 oc bracing. BOT CHORD 2x4 SP No.1D'Except' MiTek recommends that Stabilizers and required cross bracing 6-14:2x4 SP No.2,10-12:2x6 SP No.1 D be installed during truss erection,in accordance with Stabilizer WEBS 2x4 SP No.2 Installation guide. SLIDER Left 2x8 SP No.1D 2-6-0 REACTIONS. (lb/size) 1=1311/0-5-8,10=1306/0-3-8 Max Horz 1=106(LC 11) Max Uplift1=-456(LC 12),10=-458(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-411/120,2-26=-2279/953,3-26=-2248/966,3-27=-2063/912,4-27=-2029/923, 4-5=-1991/944,5-6=-2531/1151,6-7=-2558/1163,7-28=-3467/1523,28-29=-3467/1523, 8.29=-3467/1523,8-30=-5296/2176,9-30=-5331/2164,9.31=-5545/2326, 10-31=-5597/2320 BOT CHORD 1-18=-809/2025,17-18=-809/2025,16-17=-840/2221,14-16=-831/2223, 13.14=-1375/3596,12-13=-1710/4478,11-12.2146/5286,10.11=-2125/5243 WEBS 3-17=-288/149,4-17.512/1202,5-17=-1274/574,5-14=-233/645,7-14=-1243/496, `,��IIIiii�� 9-12=-287/227,8-12=-934/2509,7-13=-169/595,8-13=-1091/443 ,��tt PS A. q 1,,�i NOTES �ss�4�•'G... ni Ie• e I 1)Unbalanced roof live loads have been considered for this design. ,�<`r.. \• S' �•.•i1_i 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsh h=25lt;B=45ft;L=35ft;eave=4ft;Cat.II; .• 1,r'� Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-5-13,Interior(1)3-5-13 to 11-6-3,Exterior(2)11-6-3 to Z• • '' • 39381,_ • 28-2-5,Interior(1)28-2-5 to 34-10-0 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 _ • . ........0". 3)Provide adequate drainage to prevent water ponding. = ...111k. :(CC 4)All plates are MT20 plates unless otherwise indicated. I. '"--- ATE • �/ 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .O•• 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 ,e,•.•T V'....: ,� fit between the bottom chord and any other members. �i, 0 A 1 '• \ ■• 7)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ,e SS•........ •��,s• of bearing surface.8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 456 lb uplift at joint 1 and 458 lb uplift at ill /0 N Al �� joint 10. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 June 8,2015 • ■ 0 WARNING-Verify/design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. MN Design valid for use only with Mllek connectors.This design Is based only upon p<rameters shown,and is for on Individual bAdng component. Appllcabllly of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.&acing shown Is for lateral support of IndMdual web members only.Aldtlonal temporal)/bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent txackng of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delbery,erection and tracing,consult ANSI/TPI1 QuaNty Creeds,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Rote Institute.781 N.Lee Skeet,Sutte 312.Alex<ndrla,VA 22314. Tampa.FL 33610 Job" r Truss Truss Type Qty I Ply Randy Long Residence 1 T7136529 J150205 815 Hip 1 1 1 Job Reference(optional) Manning Building Supplies. Jacksonvile,FL 7820 s Apr 30 2015 MiTek Industries,Inc. Mon Jun 08 09:45:58 2015 Page 1 ID:JQbmzYZ_QvLSokCEb82D9QynzDO-VlSvxzaZXgavCLVcmlODxoxmnxN2Dx4cmS9GYDzBOhd 6.2-8 I 12-1-8 15-9-0 I 22.8-8 I 25-2-0 [ 28-6-15 34-10-0 6-2-8 5-11-0 3-7-8 6-11-8 2.5.8 3-4-15 6-3-1 Scale=1:62.6 4x10= 3x4= 5x5= - 5.00112 4 27 5 28 29 630 6x6 3x4 • • 3x4 26 i` 31 3 _ IN 1 ��` b °0 5x5% 25 32 2 11 N 9 'T 1 ✓ \ `12 6x12 M18SHS= 10 _ a N r/� 3x10= 2x4 II "A Id I�- y �k o = •� 17 16 15 14 4510 5x10 II 1.5x4 II 3x4= 4x7 354 i 3.00112 6-2-8 I 12-1-8 15-9.0 I 22-8-8 I 25-2-0 I 28-6-15 I 34-10-0 I 6-2-8 5-11-0 3-7-8 6-11.8 2-5-8 3-4-15 6-3-1 Plate Offsets(X,Y)-- [1:0-2-12,0-0-131,14:0-6-8,0-2-01,[9:0-4-12,0-1-151 LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) t/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.38 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.89 11 >469 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Ina YES WB 0.56 Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:195 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1D TOP CHORD Structural wood sheathing directly applied or 2-3-2 oc purlins. BOT CHORD 2x4 SP No.1 D`Except* BOT CHORD Rigid ceiling directly applied or 4-9-9 oc bracing. 5-13:2x4 SP No.2,9-11:2x6 SP No.ID MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x8 SP No.1 D 2-6-0 Installation guide. REACTIONS. (lb/size) 1=1311/0-5-8,9=1306/0-3-8 Max Horz 1=112(LC 11) Max Uplift 1=-456(LC 12),9=-458(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-434/137,2-25=-2289/1005,3-25=-2258/1018,3-26=-2026/937,4-26=-1984/953, 4-27=-2174/1070,5-27=-2174/1070,5-28=-2998/1391,28-29=-2998/1391, 29-30=-2998/1391,6-30=-2998/1391,6-7=-3212/1457,7-31=-5270/2316, 8-31=-5300/2309,8-32=-5602/2433,9-32=-5665/2424 BOT CHORD 1-17=-867/2036,16-17=-867/2036,15-16=-709/1830,5-13=-748/412,13-15=-706/1847, 12-13=-884/2288,11-12=-1970/4810,10-11=-2238/5331,9-10=-2227/5311 WEBS 3-16=-264/179,4-13=-286/697,5-12=-356/905,6-12=-366/950,8-11=-349/225, 7-11=-1022/2483,7i1=102212483.712=2483/1123 `,,`%11111111/I��,' ,`�� p1/4S A. q� �i NOTES- � �j 1)Unbalanced roof live loads have been considered for this design. �% 0..''........ i E N •'•B� ,, 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=35th eave=4fh Cat.II; ,��.• \, S[�'••7if_i∎ Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0.0-0 to 3-5-13,Interior(1)3-5-13 to 12-1-8,Exterior(2)12-1-8 to -- •ll,, ''i, 27-7-10,Interior(1)27-7-10 to 34-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and :• '. • 3938 I_ '- forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 •• * :loy, ......01;# 3)Provide adequate drainage to prevent water pending. _ 4)All plates are MT20 plates unless otherwise indicated. •• 4.11;11 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. •• ' T E 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:ee---11/0- ��;fit b etween the bottom chord and any other members. i T'•,T Q 4�7)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �i_ <. O to \v•''••\�∎ of bearing surface. •iSS' ••'•••"•t��• 8)Prot ide mechanical connection(by others)of truss to bearing plate capable of withstanding 456 lb uplift at joint 1 and 458 lb uplift at , N A;;�� 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 June 8,2015 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02116/2016 BEFORE USE. Design valid for use only with Milek connectors.lhis design Is timed only upon par and shown, d Is for an individual building component.comp ent. 1+ • Applk.abffly of design parameters and proper er Incorporatkm of component Is responsiblity of tinkling designer•not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability cluing construction Is the responslbllllty of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general gildonce regardkig fatxlcatIon.quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and SCSI Bulldlry Component 6904 Parke East Blvd. Safely Information available.from Truss Rate Institute,781 N.Lee Street.Suite 312.Alexandria VA 22314. Tampa.FL 33610 • Jab- , Truss Truss Type I Oty Ply I Randy Long Residence 17136530 J150205 616 Hip 1 1 Job Reference(optional) Manning Building Suppies, Jacksonville.FL 7.620 a Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:45.59 2015 Page 1 I D:JQbmzYZ_OvLSokCEb82D9Qynz DO-_Ue H9JaBl8imq U3oJkvS000wuLktyN_I_6up4gz8Ohc i 7-243 I 14-1-8 1 15-9-0 1 20-8-8 I -25-2-0 I 27-6-15 i 34.10.0 —I 7-2-8 6-11-0 1-7-8 4-11-8 4-5-8 2-4-15 7-3-1 Scale=1:62.6 4x10= 3x4= 4x4= 4 5 26 6 5.00 12 !m 6x6 7 3x4 25 27 3x4 3 �' 8 ‘5$ „ cq re 5x5% P4 �_� 28 CO 2 r 11 10 9 Y 1 .� 12 6x12 M18SHS= �' CSI N ��. axio= 2x4 II Io ]I' • 6 16 15 14 4x10— 3x4 3.00 12 5x10 II 1.5x4 5x10= 7-2.8 14.1.8 }15-9-0 I 20-8-8 I 25-2-0 1 27-6-15 I 34-10-0 7-2-8 6.11-0 1-7-8 4-11-8 4-5-8 2-4-15 7-3-1 Plate Offsets(XY)-- 11:0-2-12,0-0-131,14:0-6-8,0-2-01,19:0.4-12,0-1-1 51,11 5:0-5-0,0-2-61 I LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.41 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.94 11-12 >444 180 i M18SHS 244/190 BCLL 0.0 • Rep Stress Incr YES WB 0.58 Horz(TL) 0.43 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:202 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1D'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 4-6:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-10 oc bracing. Except: BOT CHORD 2x4 SP No.1D'Except' 6-0-0 oc bracing:5-13 5-13:2x4 SP No.2,9-11:2x6 SP No.1 D WEBS 1 Row at midpt 7-12 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=1305/0-5-8,9=1302/0-3-8 Max Horz 1=-130(LC 10) Max Uplift1=-458(LC 12),9=-459(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-512/116,2-24=-2284/991,3-24=-2253/1008,3-25=-1930/899,4-25=-1863/915, 4-5=-1834/955,5-26=-2290/1125,6-26=-2290/1125,6-7=-2489/1161,7-27=-5262/2307, 8-27=-5297/2300,8-28=-5592/2388,9-28=-5665/2375 BOT CHORD 1-16=-853/2035,15-16=-853/2035,5-13=-619/300,13-15=-674/1784,12-13=-731/1940, 11-12=-1964/4818,10-11=-2179/5315,9-10=-2177/5314 WEBS 3-15=-400/230,4-13=-296/677,5.12=-242/626,6-12=-249/676,7-12=-2917/1287, 7-11=-1019/2579,8-11=-356/214 `,``‘1111111////',I NOTES- �•�O • ........'9� ' 1)Unbalanced roof live loads have been considered for this design. .�`�` .•'�G E IV ••.e,9 �� 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsi h=25ft;B=45ft;L=35ft;eave=4ft;Cat.II; :,< V F .•��%{ Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-5-13,Interior(1)3-5-13 to 14-1.8,Exterior(2)14-1-8 to . 25-7-10,Interior(1)25-7-10 to 34-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and:: * • 39381._ forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 - ,/f�� 3)Provide adequate drainage to prevent water ponding. — wA �i 4)All plates are MT20 plates unless otherwise Indicated. •e1NL :VC 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. .. a�`A E • ((/ • . 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 I.b'. (V fit between the bottom chord and any other members. •• T' .T� O V"..*\ ,,. 7)Bearing at joint(s)9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity %%� .. O R 1 G ,� of bearing surface. s• ........G\ 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 458 lb uplift at joint 1 and 459 lb uplift at �iee A`1`,to`` joint 9. 11 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 June 8,2015 Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII•7473 rev.02/162015 BEFORE USE. I ■sw• Design valid for use only with Mflek connectors.Ibis design h based only upon parameters shown.and is for an individual building component. Applicability of design parameters and proper incorporation of component h responsibility of building dr:signer-not truss designer.Bracing shown 1111 h 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 regdeig tcfxicallon,wilily 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.Alexandrki.VA 22314. Tampa.FL 33610 Job" i Truss I truss Type Qty Ply Randy Long Residence 17136531 J150205 817 Hip 1 I Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.620 a Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:46:00 2015 Page 1 ID:JQbmzYZ_QvLSokCEb82D9QynzDO-ShCgMlbg3RgdSee?tSQh1D165I3JhpavDmeNc6zBOhb I 7-10-0 1 15-4-8 1-8-0 19-5-8 1 25-2-0 1 29-9-11 1 34-10-0 I 7-10-0 7-6-8 014-8 3-8-8 5-8-8 4-7-11 5-0-5 Scale:3/16"=1' 5x10 4x4= 4 5 6 5.00 72 I'" 6x6 3x4 i 25 3 �� 3x4 o is• 8 y 5X5% 2q � � 27 �2 11 N 1 �, e 6x12 M18SHS= 10 N N 0. li I 12 2xa n `a II I4 d _ 4x10 °i 16 15 14 4x10= 5x10 II 1.5x4 II 4x7 s 3x4= 3.00 12 I 7-10-0 1 15-9-0 1 19-5-8 1 25-2-0 29-9-11 I 34-10-0 ■7-10-0 7-11-0 3-8-8 5-8-8 4-7-11 5-0-5 Plate Offsets( Y)-- [1:0-2-12,0-0-131[4:0-8-12 0-3-41,19:0.4-12,0.1-151 LOADING(psi) SPACING- 2-0-0 CSI. I DEFL. in (loc) 1/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.43 11 >977 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.99 11-12 >421 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.47 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) I Weight:193 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1D'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 4-6:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-13 oc bracing. Except: BOT CHORD 2x4 SP No.1D'Except' 6-0-0 oc bracing:5-13 5-13:2x4 SP No.2,9-11:2x6 SP No.1D WEBS 1 Row at midpt 3-13,7-12 WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x8 SP No.1 D 2-6-0 be installed during truss erection,in accordance with Stabilizer I Installation guide. REACTIONS. (lb/size) 1=1311/0-5-8,9=1306/0-3-8 Max Horz 1=-141(LC 10) Max Uplift1=-456(LC 12),9.458(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-608/126,2-24=-2268/949,3-24=-2237/968,3-25=-1902/857,4-25=-1826/873, 4-5=-1685/880,5-6=-2020/1005,6-26=-2173/1025,7-26=-2232/1008,7-8=-5386/2251, 8-27=-5517/2298,9-27=-5570/2292 BOT CHORD 1-16=-814/2023,15-16=-814/2023,13-15=-794/2014,12-13=-631/1781, 11-12.1941/4903,10-11=-2101/5258,9-10=-2087/5215 WEBS 3-13=-433/242,5-12=-266/618,6-12=-235/589,7-12=-3193/1370,7-11=-936/2545 .01111111//, NOTES .0%■PS �1. d• 1∎t 1)Unbalanced roof Ilve loads have been considered for this design. `V • .j' 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=35ft;eave=4ft;Cat.II; .; 0.•'�G E N S;••,.-9 • Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0.0 to 3-5.13,Interior(1)3-5-13 to 15-4-8,Exterior(2)15-4-8 to %;',<: ' \. Cc • ?i 1i• 19-5-8,Interior(1)24-4-10 to 34-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and . ------ � �' r '� forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 = Job" J fruss truss Type Qty /Ply Randy Long Residence 17136532 J150205 818 Hip 1 I 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.620 s Apr 30 2015 MiTek Industries,Inc. Mon Jun 08 09:46:01 2015 Page 1 ID:JQbmzYZ QvLSokCEb82D9QynzDO-wtm2a?cSplzU3oDBR9xwZRZGY9OTQIh2SQNw8Yz8Oha 2540 I 6-10-0 { 13-4-8 1590 I 21-5-8 24-10-0 26-2rol 2911-11 34.100 610-0 64a 244 68-8 34.8 04 4-511 4.106 0-4-0 Scale=1:62.6 4x10= 3x4= 4x4= 4 5 27 28 6 ' 5.00 112 6x6 C 7 3x4 26 �Ili 29 3 � 3x4 o SS 8 0 i:�:a co 5X$2 25 :✓ 11 �G1� a tD 1 2 6x12 M18SHS= 70 \9 N N _ I li•— .. 4x10: 2x4 I -6 I 17 16 15 14 4x10= 4x7 3x4 3.00 FiT 5x10 II 1.5x4 I 3x4= 264-0 6-100 13-4-8 16-9-0 21.68 24-10-0 24-210, 2911.11 34-10-0 6100 I 668 2-4-8 I 5-84 I 344 014{0 44.11 4-104 1 0-4-0 Plate Offsets(X,Y)-- [1:0-2-12,0-0-131[4:0-6-8,0-2-01,19:0-4-12,0-1-15] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.39 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.90 11 >463 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:202 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1D*Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 4-6:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. BOT CHORD 2x4 SP No.1D'Except' WEBS 1 Row at midpt 7-12 5-13:2x4 SP No.2,9-11:2x6 SP No.1D : MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x8 SP No.1D 2-6-0 Installation guide. REACTIONS. (lb/size) 1=1311/0-5-8,9=1306/0-3-8 Max Horz 1=-123(LC 10) Max Uplift1=-456(LC 12),9=-458(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-487/126,2-25=-2295/994,3-25=-2264/1009,3-26=-1968/910,4-26=-1919/926, 4-5=-1981/999,5-27=-2514/1203,27-28=-2514/1203,6-28=-2514/1203,6-7=-2731/1254, 7-29=-5298/2311,8-29=-5362/2302,8-30=-5515/2346,9-30=-5563/2341 BOT CHORD 1-17=-856/2045,16-17=-856/2045,15-16=-667/1768,5-13=-668/350,13-15=-679/1810, 12-13=-781/2070,11-12=-1989/4871,10.11=-2174/5256,9-10=-2152/5209 WEBS 3-16=-348/212,4-13=-282/661,5-12=-264/681,6-12=-294/790,7.12=-2834/1263, 7-11=-983/2517 ,`,,�:►1111111j11,, NOTES ,S, -^PS• /.1, gC61, e 1)Unbalanced roof live loads have been considered for this design. �� ••G Ns'. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45th L=35tt;eave=4th Cat.II; E __ •9A.♦♦ Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-5-13,Interior(1)3-5-13 to 13-4-8,Exterior(2)13-4-8 to 26-4-10,Interior(1)26-4-10 to 34-10-0 zone;cantilever left and right exposed;end vertical lett and right exposed;C-C for members and '• • 39381_ forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. '• • osaillir 4)All plates are MT20 plates unless otherwise indicated. ..4.• :fir r. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .4 i�.- 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 "i"'",(\. AT •�� lit between the bottom chord and any other members. '•T p' 4; 7)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity ♦♦♦,� .4. O R \�, G\`�• of bearing surface. s . • 8)Provide ide mechanical connection(by others)of truss to bearing plate capable of withstanding 456 lb uplift at joint 1 and 458 lb uplift at x,0,,5�O N A`�.o`S 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11 FL Cert. 6634 June 8,2015 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.07/1812015 BEFORE USE. Mill Design valid for use only with MEN(connectors.This design Is based only upon rxiametors shove,and Is for an individual bolding component. Applicablily of design paameters and proper incorporat ion of component Is responsibility of bulking designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to issue stability during construction Is the responsibility of Ste MiTek' erector. Ackitlaltl permanent bracing of the overall structure Is the responsibility of e b id king designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing.consult ANSI/TPI1 QualIty Criteria,DSB-89 and BCSI Building Component 6904 Padre East Blvd. Safety Information available from Truss Rate Institute.781 N.Lee Street.Suite 312.Alexcndrki-VA 22314. Tampa,FL 33610 Job' , Truss Truss Type Qty Ply Randy Long Residence T7136533 J150205 B19 Hip 1 1 I Job Reference(optional)_ Manning Building Supplies. Jacksonville,FL 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:46:02 2015 Page 1 ID:JQbmzYZ_OvLSokCEb82D9Qynz00-O3KQnLd4a35LhyoN?sS96e6QbZ.la9ibBh47Th_z8OhZ I 5-10-0 i 11-4-8 i 15-9-0 f 23-5-8 1 27-6-0 I _— __34.10-0 5-10-0 5-6-8 4-4-8 7-8-8 4-0-8 7-4-0 Scale=1:62.7 4x7= 3x4= 5x5- 5.00 12 25 5 26 27 28 6 II 4x4 3x4% 7 24 , 29 3 +■ c 5x5% 23 .1 �i1 30 Cn 2 10 8 ra 1 9 N - 7x10 MT2OHS= " Sx10MT20HS- •• j� 1'R° - .. �5 - o 6 15 14 13 12 5x10= 5x10 I I 1.5 H 3x4= x4 4x7 r 3x5% 3.00 12 I 5-10-0 i 11-4-8 I 15-9-0 i 22-10-0 I 27-6-0 I 34-10-0 5-10-0 5-6-8 4-4-8 7-1-0 4-8-0 7-4-0 Plate Offsets(X,Y)-- [1:0.3-4,0-0-51,(4:0-5-4,0-2-4),[8:0-3-10,0-2-51,[10:0-5-12,0-2-121 _ LOADING(psf) SPACING- 2-0-0 CSI. ()EFL. in (lac) I/defl lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.38 9-10 >999 240 • MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.93 10-11 >449 180 MT2OHS 187/143 BCLL 0.0 • Rep Stress Incr YES WB 0.72 Horz(TL) 0.41 8 n/a Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:186 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1D TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1D`Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 5-11:2x4 SP No.2,8-9:2x6 SP No.2 I MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x8 SP No.1 D 2-6-0 I Installation guide. REACTIONS. (lb/size) 1=1311/0-5-8,8=1306/0-3-8 Max Horz 1=105(LC 11) Max Uplift 1=-456(LC 12),8.458(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-416/142,2-23=-2280/1009,3-23=-2249/1021,3-24=-2061/953,4.24=-2024/969, 4-25=-2313/1121,5-25=-2313/1121,5.26=-3284/1506,26-27=-3284/1506, 27-28=-3284/1506,6-28=-3284/1506,6-7=-3373/1510,7-29=-5453/2420, 29-30=-5479/2411,8-30=-5557/2402 BOT CHORD 1-15=-871/2026,14-15=-871/2026,13-14=-733/1867,5-11=-796/447,11-13=-725/1875, 10-11=-957/2442,9-10=-2099/4940,8-9=-2205/5202 WEBS 4-11=-307/760,5-10=-409/1020,6-10=-355/983,7-10=-1949/940,7-9=-460/1246 ,`,�11111111II/41,I NOTES-Unbalanced roof live loads have been considered for this design. •% 0 .. A. q4 fie. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45f1;L=3511;eave=oft;Cat.II; ,∎• Q .••G E •N I Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0.0 to 3-5-13,Interior(1)3-5-13 to 11-4-8,Exterior(2)11-4-8 to :I�.r•••.\,� `S�`••9�!� 28-4-10,Interior(1)28-4-10 to 34-10-0 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 =* • • 3938 3)Provide adequate drainage to prevent water ponding. ..4)All plates are MT20 plates unless otherwise indicated. — A• 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. = .4- Ycc 6)'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 will 17., • ATE • .• Z. tit between the bottom chord and any other members. --1,L),< •..••,-,• 7)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity °0 As Q' ,� of bearing surface. i < O R I'O..' •�� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 456 lb uplift at joint 1 and 458 lb uplift at •j�l�s•.......• � `s joint 8. 9)'Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. ��"//N A11 v-.,00 FL Cert. 6634 June 8,2015 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. 1 1dt . Design valid for use only with Milek connectors.This design is based only upon parameters shown,and Is for an hdvida l building component. nent. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-nap Hass designer.Bracing shown Is for lateral support of individual web members only.A.tdltkxnal temporary bracing to insure stability during construction Is the responsibility of the �1Tek erector. Ad ltbnal permanent bracing of the overall structure is the responsibility of the bulking designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and txachg,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from truss Plate institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. 1 Tampa.FL 33610 Job- i truss Truss Type I Qty Pty Randy Long Residence 77136534 J150205 B20 Hall Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville.FL 7.620 s Apr 30 2015 Mi Tek Industries,Inc. Mon Jun 08 09:46:03 2015 Page 1 ID:JQbmzY2_OvLSokCEb82D9GynzDO-sGuo_hdiLMDCJ6NaYazOesfg7y40uFDLVksIDRzBOhY I 5-4-0 I 9-4-8 I 14-0-0 194 0 --I 5-4-0 4-0-8 4-7-8 5-4-0 Scale=1:34.8 4x7= 1.5x4 I 3x4= 3 15 4p 16 5 5.00 ,2 E 3x4 ro 14 2 ei, fr• 1 13 191 7 IF n 6x6= � r �� 3x4= 5x12= ■ ir 3x5_ s 3.00 12 1.5x4 II I 5-4-0 I 9-4-8 I 14-0-0 I 19-4-0 I 5-4-0 4-0-8 4-7-8 5-4-0 Plate Offsets(X,Y)-- 11:0-2-0,0-1-81,13:0-5-4,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.17 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.36 8-9 >642 180 BCLL 0.0 * Rep Stress Incr YES WB 0.37 Horz(TL) 0.19 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 I (Matrix-M) Weight:95 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-0 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) 1=710/0-3-8,6=710/0-3-8 Max Horz 1=202(LC 11) Max Uplift1=-251(LC 12),6=-342(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-13=-2582/1331,13-14=-2507/1345,2-14=-2484/1346,2-3=-1345/668,3-15=-1007/509, 4-15=-1007/509,4-16=-992/498,5-16=-992/498,5-6=-660/395 BOT CHORD 1-9=-1515/2385,8-9=-1435/2242,7-8=-777/1239 WEBS 2-9=-306/597,2-8=-1069/696,3.8=-187/424,3-7=-272/194,4-7=-299/260, 5-7=-614/1110 NOTES- 1)Exp C;End.,GCpi=0.18;MW FRS(directional)al)a d C-C1Exterior(2)0-0-0 to 3-0-0,Inntterior(1)3-0-0 to 9-4-8,Exterior(2)9-4 8 to 13-1014 ��-`*`PS q� A��1,�� zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown; ``'�\v` ....'�e ,� Lumber DOL=1.60 plate grip DOL=1.60 `• sz. v\o E N s' ''-T ' .• 2)Provide adequate drainage to prevent water ponding. .•3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : 3938 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 tit between the bottom chord and any other members. 5)Bearing at joint(s)1,6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify - capacity of bearing surface. - •4111k.,,r►��.— 'r� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 251 lb uplift at joint 1 and 342 lb uplift at r 1! ATE • : u joint 6. • o • 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ��4 �� Q Q;•'��,�� FL Cert. 6634 June 8,2015 1 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.02/162016 BEFORE USE Design valid for use only with Wok connectors.This design Is based only upon porametors shown.co br d is for on Individual Wading component. - Applicabilty or design parameters and proper Incorporation of component Is responsibility of txildktg designer-not truss designer.Bracing shown Is for lateral support of Indivkfud web members only. Additional temporary txacing to insure stability dudng construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the balding designer.for general gukirnce regarding fabrication.quality control,storage.delivery.erection smolt bracing.consult ANSI/TPI I Quality Criteria.DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information avcAcble from truss Plate Institute./81 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job I Truss Truss Type Qty i Ply I Randy Long Residence 17136535 J150205 B21 HaN Hip 1 I 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7820 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:46:04 2015 Page 1 ID:JQbmzYZ_QvLSokCEb82D9QynzD0-KSSAC0eK6gL3wGym6HVdB3BtW MPIdkaU8Ocattz8OhX 3.4-0 i 7-4-8 11-8-4 I 16-0-0 I 19-4-0 3-4-0 4-0-8 4-3-12 4-3-12 3-4-0 Scale=1:34.3 4x4= 1.5x4 I i 3x4= 3x4= 3 4 15 5 16 6 5.00 12 P ... (L 3x4- m 2 N 14 liala NM 1 1al 10 9 8 i d d 0 6x6= 4x10= 5x12= M 7 3x5 3.00 1P 1.5x4 I 3-4-0 ) 7.4.8 16-0-0 I 19-4-0 I 3-4-0 4-0-8 8 7-8 3-4-0 Plate Offset JX,Y)-- [1:0-2-0,0-1-8) — 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP • TCLL 20.0 1 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.16 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Verl(TL) -0.44 8-9 >520 180 BCLL 0.0 * Rep Stress Incr YES WB 0.24 Horz(TL) 0.14 7 Ma rVa BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) I Weight:96 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-10 oc bracing. I MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection,in accordance with Stabilizer Installation_guide. REACTIONS. (lb/size) 1=710/0-3-8,7=710/0-3-8 Max Horz 1=161(LC 11) Max Uplittl=-253(LC 12),7=-355(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-2459/1307,2-14=-2402/1315,2-3=-1463/686,3.4=-1369/689,4-15=-805/396, 5-15=-805/396,5-16=-792/388,6.16=-792/388,6-7=-691/365 BOT CHORD 1-10=-1435/2256,9-10=-1358/2126,8-9=-744/1292 WEBS 2-10=-271/479,2-9=-810/604,3-9=-79/337,4.8=-563/344,6-8=-494/998 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psi BCDL=3.0psf;h=25ft B=45ft;L=24ft eave=oft Cat.II; Exp C;End.,GCpi=0.18;zone;cantilever left and right exposedr end vertical left nd right(exp sed;C C for members)and forces&MW FRS for)reactions shown; s- n. i A q't•,� • Lumber DOL=1.60 plate grip DOL=1.60 ,�% 1 % ,.•••• �e �i� 2)Provide adequate drainage to prevent water ponding. �� .••�(i E N S' '9 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦ -••• V c.' % II r 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 • 3938 fit between the bottom chord and any other members. • 5)Bearing at joint(s)1,7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify _= *; = capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 253 lb uplift at joint 1 and 355 lb uplift at - 4. • _�� [� joint7. ' • ATE • ��‘,10:7)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. : Job" , Truss Truss Type Qty Ply Randy Long Residence 77136536 J150205 B22 Haff Hip 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.620 s Apr 30 2015 MiTek industries.Inc. Mon Jun 08 09:46:04 2015 Page 1 I D:JQbmzYZ_QvLSokCEbB2D9QynzDO-KSSACOeK6gL3WGym6HVdB3BtFMT7dhwU8OcaItz8OhX 1.4-0 I 5-4-8 11-8-4 1 18-0-0 I 19-4-0 1-4-0 4-0-8 ' 6.3-12 6-3.12 1.4-0 Scale=1:34.2 4x7= 1.5x4 11 3x4= 3x4= 5.00 FIF 3 17 18 4 19 20 5 6 > B n o 1s ,� ro N 15 2 1 '� cs I• N. Kt 11 10 9 8 6x10 i 4x4= 3x10= 5x5= 7 3x4% 1.5x4 II 3.00 12 1 1-4-0 1 5-4-8 1 11-8-4 1 18-0-0 1 19-4-0 1 1-4-0 4-0-8 6-3-12 6-3-12 1-4-0 Plate Offsets(X,Y)-- 11:0-1-0,0-1-8],13:0.5-4,0-2-4),111:0-4-4,0-4-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.10 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.21 9-10 >999 180 BCLL 0.0 • Rep Stress lncr YES WB 0.41 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:98 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide.____ REACTIONS. (lb/size) 1=710/0-3-8,7=710/0-3-8 Max Horz 1=119(LC 11) Max Uplift 1=-254(LC 12),7=-357(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-15=-1840/971,2-15=-1820/974,2.16=-1459/667,3-16=-1435/675,3-17=-1605/769, 17-18=-1605/769,4.18=-1605/769,4-19=-1605/769,19-20=-1605/769,5-20=-1605/769, 5-6=-434/239,6-7=-721/352 BOT CHORD 1-11=-1050/1637,10-11=-1030/1586,9-10=-733/1340,8-9=-281/481 WEBS 2-10=-260/301,3-10=-23/256,3-9=-218/386,4-9=-365/304,5-9=-563/1192, 5-8=-694/438,6-8=-469/898 NOTES- `10111111/f/� 1)Unbalanced root live loads have been considered for this design. ,�� PS A, xi,,/I� 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=2411 eave=4th Cat.II; s% • B ∎'� 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 5-4-8,Exterior(2)5.4-8 to 9-7-7 .� D.•• �E N S'• -y�",, zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; .:',/,, •• V r C-...."Z ■ Lumber DOL=1.60 plate grip DOL=1.60 39381 3)Provide adequate drainage to prevent water ponding. = * 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will - fit between the bottom chord and any other members. = ••1, /1� 6)Bearing at joint(s)1,7 considers parallel to grain value using ANSI/I-PI 1 angle to grain formula. Building designer should verify >•!— A E , -: capacity of bearing surface. ib 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 254 lb uplift at joint 1 and 357 lb uplift at ,•• joint 7. �� p R O ` \�� 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. i��,i�ss ••• •\`•%% FL Cert. 6634 June 8,2015 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.02/1612015 BEFORE USE. MN Design valid for use only with Nick connectors.This design is based only upon parameters shown,and is for an Individual bolding component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer•not tens designer.Bracing shown Is tor lateral support of Indlvkiud web members only. Additional temporary bracing to insure stability during constriction Is the responsibility of the MiTek' • erector. Additional permanent bracing of the overall stricture Is the responsibility of the bolding designer.For general guidance regarding latrkatbn,quality control.storage,delivery.erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information avalabte from Truss Plate Institute.781 N.Lee Sheet.Suite 312.Alexa drkl,VA 22314. Tampa.FL 33610 Job. , Truss Truss Type Qty Ply Randy Long Residence 77136537 J150205 823 Monopitch Girder 1 1 Job Reference(optional) Manning Building Supplies.Jacksonville,FL.Carter 7.620 s Apr 30 2015 Mi Tek Industries.Inc. Mon Jun 06 13:58:39 2015 Page 1 I D:JQbmzYZ_QvLSokC Eb82D9QynzDO-19Toja0P6du1 NguMee91?iNokRw7zv5A1 i D09zz8L_k Scale=1:15.1 1.5x4 II 2 5.00 12 < N --''.I'gllIllIll.°ll1111111111111111111 1100111111.1111111111111j1111 rb ■ ISI Wi;:. ' 4x7= 0D or 1 110 6x6. 0 .1 0 5x14 3.00 I 12 FII Plate Offsets(X,Y)-- ]1:0-3-4,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.05 5 >999 240 MT20 137/130 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.10 1-5 >694 180 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 rVa n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:41 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 1-1/2x9-1/4 LP-LSL 1.75E end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1130/0-3-8,3=1324/Mechanical Max Horz 1=92(LC 5) Max Uplift 1=-284(LC 8),3=-431(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 3-7=-102/298 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=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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)will This truss has between the been designed Nord for a live other of members.2 n the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide `,,-,t�0PS A' Iq,�,,,, 4)Refer to girder(s)for truss to truss connections. %%•%O\`r` ....... . 5)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify � \C E '• -v 10, capacity of bearing surface. . ,c'." ' - '' 4i. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 284 lb uplift at joint 1 and 431 lb uplift at • 3938 joint 3. , *. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1008 lb down and 195 lb up at A 2-2-4,and 1004 lb down and 389 Ib up at 4-4-8 on bottom chord. The desigrVselection of such connection device(s)Is the - ...400 fc ' responsibility of others. i '- ToANTEAL:. : U 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ...-0*. LOAD CASE(S) Standard 's'/ . `c 1)DDead+Ro f Li(plf)glanced):Lumber Increase=1.25,Plate Increase=1.25 '. 0-� , ``ass% Vert:1-2=-54,1-3=-20 1 Concentrated Loads(Ib) Vert:6=-1008(F)7=-1004(F) FL Cert. 6634 June 8,2015 4 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERANCE PAGE MII.7473 rev.021I6r1015 BEFORE USE we Design valid for use only with MiTek connectors.this design is based only upon parameters shown,and is for an Irxtvkivai budding component.• Applicability of design parameters and proper incorporation of component Is responsibility of talking designer-not truss designer.Bracing shown Is for lateral support of krdivIdual 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/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Flate institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tempe.FL 33610 Jot' , truss Truss Type Qty -Ply i Randy Long Residence T7136538 J150205 CO1 Hall Hip Girder 1 1 . Job Reference(optional) Manning Building Supplies. Jacksonville.Fl 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:46:06 2015 Page 1 I D:JQbmzYZ_QvLSokCEb82D9QynzDO-HrZxdigaeHbriAZ68DiX5GUHJVA165g4nbi5hgmz80hV I 3-04 I _ 4-5-8 , 3.0-0 1-5-8 4x7= NAILED Scale=1:11.6 2 31.5x4 !I 9 5.00 FIF �'1 ' II 1 /IIIIIIIIIIIIIIIIIIII NM NAILED51.5x4 II =, '/ NAILED 4 2x4= 3x4= I 3-0-0 i 4-5-8 3-0-0 1-5-8 Plate Offsets(X,Y)-- 12:0-5-0,0.2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.01 5-8 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 4 n/a r/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-8 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) 1=189/0-3-8,4=237/0-5-8 Max Horz 1=69(LC 7) Max Upliftl=-81(LC 8),4=-215(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-293/268 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=4.2ps1;BCDL=3.0psi;h=25th B=4511;L=2411;eave=41t;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. `,��1II I I I II////' 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦♦ S A. /� 5)'This truss has been designed for a live load of 20.Opsi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ♦♦♦ �P'........A� �.,� fit between the bottom chord and any other members. ,.♦>.O.••\.c E N d'•:'-1 .i 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 81 lb uplift at joint 1 and 215 lb uplift at joint , ,I\ •• \. F ••�?i'._ 4. 3938 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. • I....), 8)"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. - *: 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)200 lb down and 184 lb up at 3-0.0• on top chord,and 65 lb down and 74 lb up at 3-2-2 on bottom chord. The design/selection of such connection device(s)is the .. .e . _ :rte responsibility of others. i 4�� ATE • ': �/• 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 0 -- ATE • ((/; LOAD CASE(S) Standard 0,_4\''.1<%, 0 R 1�••\��♦♦♦ 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 ,16I SAO N AL``,♦♦ Uniform Loads(plf) /i��fl+„"'`," Vert:1-2=-54,2-3=-54,4-6=-20 Concentrated Loads(Ib) Vert:2=32(F)5=-83(F)9=-17(F)10=-39(F) FL Cert. 6634 June 8,2015 i 1 Q WARNING-Verify design parameters and READ NOTES ON 77.11S AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02/16/2015 BEFORE USE Design valid for use only with Milek connectors.This design is based only upon p z ssiefers shown.and Is for an Individual building component. Applicability of design pasomutors and proper incorporation of component is responsibility of txMdhg designer-not hies 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. Additiol permanent bracing of the overall structure Is the resporubltity of the building designer.For general guidance regarding fabdcallorn,quality control,storage,delivery-erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely!Warmth:el ovaltalAe from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexanahkf,VA 72314. Tarrpa.FL 33610 Jol3 Truss Truss Type Qty I Ply 1 Randy Long Residence 17136539 J150205 CO2 Monopitch 8 I Job Reference(optional) . Manning Building Supplies. Jacksonville.FL 7.620 s Apr 30 2015 MiTek Industries,Inc. Mon Jun 08 09:46:06 2015 Page 1 1D:JObmzYZ_QvLSokCEb82D9QynzD0-HrZxdigaeHbr AZ68DiX5GUHGKAGo5gplbi5hgmz80hV 4.5.8 { 4.5.8 Scale=1:14.7 2 1.5x4 5.00 r 2 , Agillil 1 3 2x5= 1.5x4 II 1 4-5-8 1 4-5-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deli L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.02 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.04 3-6 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 j Horz(TL) 0.01 1 n/a rVa BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:171b FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-8 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) 1=160/0-3-8,3=160/0-5-8 Max Horz 1=95(LC 11) Max Uplift1=-54(LC 12),3=-61(LC 12) 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.Opsh h=2511;B=4511 L=24tt;eave=41h 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 4-3-12 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. 3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. `��01111111 i,, 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 54 lb uplift at joint 1 and 61 lb uplift at joint ,,,,��--AA -\\*S A. .i I1�, 3. Off` ..... , 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. `. • G E N S••B9 ��, ' • 3938 _ . voripill . • .". 0. :° ATE 1/1 , F C? .• FL Cert. 6634 June 8,2015 I 1 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. mil. Design valki for use only with Mitek connectors.This design Is based only upon parameters shown.and Is for an individual building component. Appik:oblity of design parameters and proper incorporation of component is responsibility of Melding 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 M'Tel(' 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/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information avalable from Truss Rate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 223 M. Tampa.FL 33610 Jots r Truss Truss Type Oty Ply Randy Long Residence T7136540 J150205 CO3 Monopitch 2 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.620 s Apr 30 2015 MiTek Industries,Inc. Mon Jun 08 09:46:07 2015 Page 1 I D:JQbmzYZ_QvLSokCEb82D9QynzDO-I17J q2g DPbjdnj hLnQ2KpipODaZTg35wgMq EMCz8OhU I 5-4-14 I 10-9-8 5-4-14 5-4-10 1.5x4 I i Scale=1:29.3 3 r 5.00 12 10 3x4 i 2 1p 1 imm ,I Y 1 0. ►5 1.5x4 I I 4 3x4= 3x4= 5-4-14 10-9-8 I I 5-4-14 l 5-4-10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.05 4-5 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.32 Horz(TL) 0.01 4 Na n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:51 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 9-6-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. _ ___ REACTIONS. (lb/size) 1=394/0-3-8,4=394/0-3-8 Max Horz 1=226(LC 11) Max Upliftl=-133(LC 12),4=-150(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=-607/276,2-9=-511/286 BOT CHORD 1-5=-367/519,4-5=-367/519 WEBS 2-4=-558/318 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsh h=251t;B=45tt;L=24th 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 10-7-12 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 ```�11111111/i 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� S A. /e 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 `$• OP•.... A4e". fit between the bottom chord and any other members. �� O•.•'\C E N, •• -9 "0, 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 133 lb uplift at joint 1 and 150 lb uplift at %,/,.N;• V r__F•••. ,,-�� joint 4. 5)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. • 3938$_ . .el� :ra. 1, • - ATE • ':it/ 141'ONA�v�so • FL Cert. 6634 June 8,2015 • 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 MBek connectors.This design B based only upon pnetors shown,anti Is for on individual building component. l Applicability of design'odometers and proper Incorporation of component h responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Add itiond 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.Fax general guidance regarding fatxlcation,quality control.storage.delivery,erection and tracing,consult ANSI/1PI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parka East Blvd. Safety information avald ,le from Truss Pate Institute,781 N.Lee Skeet.Suite 312.Alexandria VA 22314. Tampa.FL 33610 Job r Truss fuss Type Qty !Ply I Randy Long Residence 171365411 J150205 C04 Hall Hip 1 1 ;Job Reference(optional) Manning Building Supplies, Jacksonville.FL 7.620 a Apr 30 2015 MiTak Industries.Inc. Mon Jun 08 09:46:07 2015 Page 1 I D:JObmzYZ_QvLSokCEb82D9OynzDO.I17Jg2gDPbjdnjhLnQ2KpipO3aRQg4mwgMqEMCz80hU I 5-0.2 9-8-8 1 10-9-8 1 5-0-2 4-8-6i 1-1-0 4x4= 3x4= Scale=1:27.5 3 4 /710 5.00 FF 1.5x4 it 2 • 'r Ili I 10 1 tv v 1 0 6 0 6x8= 5 4x4= 1.5x4 I I 9-8-8 I 10-9-8 I 9-8-8 1-1-0 -- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.16 6-9 >784 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 I Vert(TL) -0.42 6-9 >306 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.21 1 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 I Code FBC2010/TPI2007 (Matrix-M) I Weight:59 lb FT=20% LUMBER- BRACING- . TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-8-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=394/0-3-8,5=394/0-3-8 Max Horz 1=208(LC 11) Max Uplift 1=-134(LC 12),5=-149(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-558/302,2-10=-483/310,4-5=-665/208 BOT CHORD 1.6=-450/497 WEBS 2.6=-415/351,3-6=-128/276,4.6=-278/651 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=4.2ps1;BCDL=3.0psf;h=25ft;B=4511 L=241t;eave=4ft;Cat.11; 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 9-8-8,Exterior(2)9-8-8 to 10-7-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; ,`, ►1111�!t/��// Lumber DOL=1.60 plate grip DOL=1.60 ,��-A PS A, A ////� 3)Provide adequate drainage to prevent water ponding. %• Vs •........ B 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. %� �.••\G E N S' '9�1�'i 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 .:•,1%.N•• \e r - F•.••-(!/f fit between the bottom chord and any other members. 3938 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 134 lb uplift at joint 1 and 149 lb uplift at * •e ••. joint 5. - 7)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. E •'••:TN R!.• C %s ///ii►Illiso•- FL Cert. 6634 June 8,2015 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.07116x2016 BEFORE USE Design wild for use only with Mllek connectors.T is design Is based only upon Wcxneters shown.and Is for an krdivldux>I building composes/. , ApplIcabllty of design parameters and proper Incorporation of component Is respooslt:lllty of txilding designer•not truss designer.Bracing shown Is for lateral support of Individual web members only. Addltlond temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Addltkxnl permanent bracing 01 the overall structure h the responsibility of the Ixriding designer.For general guidance regarding fabrication.quality control,storage,delivery.erection and bracing.consult ANSI/TPI I Quality Criteria.058-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Fate Institute,781 N.Lee Street.Sufle 312.Alexanddria.VA 22314. Tampa,FL 33610 Job' r Truss Truss Type Qty Ply I Randy Long Residence i 17136542 J150205 CO5 Hall Hip t Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.620 s Apr 30 2015 Mirk Industries.Inc. Mon Jun 08 09:46:08 2015 Paget ID:JQbmzYZ_OvLSokCEb82D9QynzDO-DDhh2OhrAvrUPtGXL7ZZLVMXuzr(ZYd430aouez80hT 10-9-8 I 7-8-8 I 3-1-0 4x10= Scale:1/2'=1' 1.5x4 I 2 3 r 5.00 12 10 .. g 1 n ■ 1 v 0. 5 1:1 1.5x4 I -4 3x4= 7-8.8 I 10-9-8 7-8-8 3-1-0 Plate Offsets(X,Y)-- 12:0.6-8,0-2-01__ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.11 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(LL) -0.25 5-8 >506 180 BCLL 0.0 * Rep Stress Ina YES WB 0.17 Horz(TL) 0.02 1 n/a n/a BCDL 10.0 I Code FBC2010/TPI2007 (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 9-2-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection,in accordance with Stabilizer Installation__guide. REACTIONS. (lb/size) 1=394/0-3-8,4=394/0-3-8 Max Horz 1=166(LC 11) Max Uplift1=-137(LC 12),4=-166(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=-436/198,9-10=-370/199,2-10=-360/213 BOT CHORD 1-5=-338/344,4-5=-312/352 WEBS 2-5=-29/307,2-4=-529/403 NOTES- 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsh h=25ft;B=4511;L=2417 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 7-8-8,Exterior(2)7-8-8 to 10-7-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; ,`,,�Ptt I1 At i i �,',,, Lumber DOL=1.60 plate grip DOL=1.60 �p S 2)Provide adequate drainage to prevent water ponding. ,%%O\w` ,........ Ze ,� 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � .''\C E N ''•. 1A�•� 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 .-,/,, •' \. r F .••-v��•,•fit between the bottom chord and any other members. ' • 3938 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 137 lb uplift at joint 1 and 166 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. —; .at.. °Or. : := • ' ,' S/OANTE AL� ,% L o ,�S t% FL Cert. 6634 June 8,2015 6 I ■ Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M/•7473 rev.02/16/2015 BEFORE USE. . Design valid for tae only with Wei(connectors.this design k based only upon parameters shown,and is for an individual txAdi ng component. , Applk:abilty of design parameters and proper Incorporation of component is responsbllry of building designer-not truss designer.Bracing shown Is for lateral support of lndekitxtl web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek erector. Addlnond permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance reaming fabrication.quality control,storage,delNery,erection and bracng.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information writable from truss Plate trattlute.781 N.Lee Street,Suite 312,AlexandirIa VA 22314. Tampa.FL 33610 Job ' Truss Truss Type Qty Ply I Randy Long Residence T7136543 J150205 C06 Hal Hip Girder 1 1 I iJob Reference(optional) Manning Building Supplies. Jacksonville.FL 7.620 s Apr 30 2015 Wok Industries.Inc. Mon Jun 08 09:46:09 2015 Page 1 ID:JQbmzYZ_QvLSokCEb82D9QynzDO-hOF3FkfxCzL l l gjvg4ou7viONB?ItKDIgJLQ4z8OhS 5-8-8 10-9-8 5-8-8 5-1-0 Scale=1:20.5 4x10= NAILED NAILED 3x4 II 2 9 10 3 �1 e n n n n 5.00 FIF i en 11 5 Al2 13 1.5x4 I NAI LED NAILED 4 3x4= 5x5= 5.8.8 10-9-8 I I 5.8.8 I 5-1-0 Plate Offsets(X,Y)-- 12:0-6-8,0-2-01 I LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.04 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.08 5-8 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.65 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:47 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-8-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=727/0-3-8,4=956/0-3-8 • Max Horz 1=125(LC 24) Max Uplift/=317(LC 8),4=-457(LC 5) • FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1.2=-1347/613,3-4=-254/180 BOT CHORD 1-11=-579/1189,5-11.579/1189,5-12=-587/1223,12-13=-587/1223,4-13=-587/1223 WEBS 2-5=-157/669,2-4=-1314/612 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=4511;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 ,00111111/11.,' plate grip DOL=1.60 ;:001,1\_ N.S q4 ,j 3)Provide adequate drainage to prevent water ponding. `%%, .•......... e �i� 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. `� .•• G 3•• '9 �� 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 ,` •• \- - " ....1..- fit between the bottom chord and any other members. ;• 3938 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 317 lb uplift at joint 1 and 457 lb uplift at joint 4. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. — 8)"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. .• ••1� �� 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)285 lb down and 339 lb up at 5-8-8 1� ATE • on top chord,and 196 lb down and 105 lb up at 5-6-6,and 256 lb down and 131 lb up at 5-10-10 on bottom chord. The 40 design/selection of such connection device(s)is the responsibility of others. ∎� ' T C:/•*.V^••�,r zn 10)In the LOAD CASE(S)section,loads applied to the lace of the truss are noted as front(F)or back(B). 0e c<•,.,••.4•0 R\ \\C?,�s• LOAD CASE(S)Standard _ ','1/I111/111111110° N A `N 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pli) Vert:1-2=-54,2-3=-54,4-6=-20 FL Cert. 6634 June 8,2015 Continued on page 2 1 1 Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/15/2015 BEFORE USE. Pat Design valid for use only with MRek connectors,lids design is used only upon parameters shown,and is for an Individual Lxldng component. Applicabllty of design rxxxneters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of irxllvkhx>I web members only. Additional temporary bracing to Issue staMtiy during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall stnx:hrre Is the responsblllN of the building designer.for general guidance reg<xdhg fabrication,quality control-storage.delivery,erection and bracing.consult ANSI/7PI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from truss Plate Institute,781 N.Lee Street.Sulfa 312.Alexondrkn.VA 72314. Tarrpa.FL 33610 — — Job' r Truss Truss Type Qty -Ply Randy Long Residence 17136543 J150205 C06 HaN Hip Girder 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.620 s Apr 30 2015 AMTek Industries.Inc. Man Jun 08 09:46:09 2015 Page 2 ID:JQbmzVZ_QvLSokCEb82D9QynzDO-hQF3FkiTxCzL 11 gjvg4ou7viONB?ItKDIgJLQ4z8OhS LOAD CASE(S) Standard Concentrated Loads(lb) Vert:2=-173(B)5=-256(B)9=-84(B)10=-84(B)11=-196(B)12=-51(B)13=-51(B) Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2016 BEFORE USE. Design valki for use oNy with Milek connectors.This design is based only upon parameters shown.(ix!Is for an individual Wiring component. Appllcabllry of design parameters and proper incorporation of component in responsibility of building designer-rot truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Wane stabllty during construction Is the responsibility of the MTek• erector. Additional permanent bracing of the overall structure is the responsibility of the betiding designer.fax general guidance regarding fabrication.quality control,storage,dell's/01y.erection and bracing.ng.consult ANSI/IPIl Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from buss Pate Institute,781 N.Lee Street.Suite 312.Alexa drks.VA 22314. Tampa,FL 33610 Job + Truss :Truss Type Qty Ply i Randy Long Residence T7136544 J150205 F01 .Floor Supported Gable 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:46:10 2015 Page 1 ID:JQbmzYZ_QvLSokCEb82D9QynzD0-9cpSS4j5iW 5CeBPwSYbl QKR?7ngll OW N W K3uzXz8OhR 01x8 0x8 Scale=1:28.9 3x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 • • •. e P e • • •, • e •II _ _ _ = 30 t II - - - - _ _ c I I ..:.:...:.:•:••.•••• •••• •• • •••....................•.•g•• ............ •• ••.• • • ... a•• • ••••••• •••• •••••• I•••.• ••.....t...:.........1....• ••• V 28 27••••••••26••••••••25 24 23 22 21 20 19 18 17 16 15 3x3= 3x3= 3x3= 16-1 1-8 16-11-8 Plate Offsets(X,Y)-- (29:0-1-8,0-0.121,130:0-1-8,0.0-12) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) Na Na 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) Na - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 15 n/a Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:78 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. OTHERS 2x4 SP No.2(flat) _I REACTIONS. All bearings 16-11-8. (lb)- Max Gray All reactions 250 lb or less at joint(s)28,15,27,26,25,24,23,22,21,20,19,18,17,16 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks 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 to be attached to walls at their outer ends or restrained by other means. 'tit ' • 3938• • * • •• . let•• • :`c= a • ATE • ��: FL Cert. 6634 June 8,2015 ■ Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.02/162016 BEFORE USE. lilt ' Design valid for use only with Mitek connectors.This design Is bused only upon txaameters shown,and Is for an ixivlduxl building component. Applicablity of design rxxaneters and proper kncoiporalo n o1 component is responsibility 01 building designer-not Russ designer.Bracing shown is for lateral srppod of IndNkiuxl web members only.Additional ternporc ry bracing to Rune stability during construction is the responsibility 01 the MiTek• erector. Additional permanent bracing of the overall structure Is the resporu•>tlity of the bulling designer.For general guidance regarding fabrication.quality control,storage,delNery.erection and bracing,consult ANSI/1'P11 Quality Criteria,DS8.89 and BCSI Building Component 6904 Parke East Blvd. Safely Information avalat4e from buss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Jog , Truss Truss Type i Qty Ply Randy Long Residence T7136545 I J150205 F02 Floor 6 1 Job Reference(optional) , Manning Building Supplies. Jacksonville.FL 7.620 s Apr 30 2015 MiTek Industries,Inc. Mon Jun 08 09:46:11 2015 Page 1 ID:JQbmzYZ_QvLSokCEb82D9QynzD0-doNggQkjTgD3GK_60F7GzY_1kBg9mskWl_oSVzz8Oh0 0.3-0 1-1-3-0 0 0 2-0-0 HI I 1 1 iI 1 — { Scale t s 1 =1:29.5 4 4x4= x4= 3x6= 3x4= 34= 34= 34= 3x3= 3x4= 1.5x4= 1 2 3 4 5 6 7 8 ' " � . w N t1 20 ° III �!IL° ��- ...�., e . ii ►�� 0 17 16 15 14 13 12 11 10 3x5= 5x5= 3x4= 34= 1.5x4 :1 1.5x4 I 3x3= 3x4= 5x5= 3x33= 1-7.8 I 4.1.8 1 6-7-8 7-9-0 I 8-9-0 1 9-9-0 I 10-9-8 1 13-3-8 15-9-8 1 17-3-8 1 1-7-8 2-6-0 2-6-0 1-1.8 1-0-0 1-0-0 1-0-8 2-6-0 2-6-0 1-6-0 Plate Offsets(X,Y)-- 11:Edge,0-1-81,]8:0-1-8,Edge],(20:0-1-8,0-0-121 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.19 13-14 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(TL) -0.30 13-14 >690 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 i Code FBC2010/TPI2007 (Matrix) Weight:90 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(ftat) 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) 18=921/0-3-8,9=928/0-3-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 18-19=-914/0,1-19=-813/0,9-20=-922/0,8-20=-921/0,1-2.976/0,2-3=-2315/0,3-4=-3059/0,4-5=-3251/0, 5-6=-3051/0,6-7=-2289/0,7-8=-937/0 BOT CHORD 16-17=0/1795,15-16=0/2809,14-15=0/3251,13-14=0/3251,12-13=0/3251,11-12=0/2786,10-11=0/1763 WEBS 1-17=0/1198,2-17=-1139/0,2-16=0/724,3-16=-686/0,3-15=0/448,4-15=-536/48,8-10=0/1208,7-10=-1149/0, 7-11=0/732,6-11.692/0,6-12=0/466,5-12=-561/38 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. ```,111111111///,'', • 3938! • *▪ • = - E • �<CI: :O • 1. F �10R1 P-..• c9 /1111111 FL Cert. 6634 June 8,2015 Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.02/16/2015 BEFORE USE. C Design wild tot use only with Mllek connectors.This design Is based only upon prxanetets shown,and Is for an IndiNdral building component. Appllcablity of design Txxameters and proper incorporation of component Is responsibility of building ing designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Incise stability drahg construction Is the rosprmstbllity of the M iTek• erector. Additional permanent bracing of the overall structure Is the responsbllty of the bulking designer.For general guidance regarcfksg fabrication duality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,D58-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Teas Plate Institute,781 N.Lee Street.Suite 312,Alexandria VA 22314. Tarrpa.FL 33610 Job • Truss Truss Type Qty Ply Randy Long Residence 17136546 J150205 F03 Floor Supported Gable 1 1 Job Reference(optional) _ Manning Building Supplies, Jacksonville.FL 7.620 s Apr 30 2015 MiTek Industries,Inc. Mon Jun 08 09:46:11 2015 Page 1 ID:JObmzYZ_QvLSokCEb82D9QynzDO-doNggQkjTgD3GK_6OF7GzY_9wBO_mxmWl_oSVzz8OhQ p.3.p I--1 0-j-8 Scale=1:29.4 3x6= 3x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Aaaaaaa■•!ii∎/r-A-•■■A-/-/I-A-/1 II�A-m�A X111 r r I�1 � � 4 III �' . 28 27 26 25 24 23 22 21 20 19 18 17 16 15 3x5= 3x3= 3x3= I 7-9-0 I 8-9-0 1 9-9-0 17-3-8 7-9-0 1-0-0 1-0-0 7-6-8 Plate Offsets(X,Y)-_ [1:Edge,0-0-12],[30_0-1_8,0-0-12j__ LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 15 n/a ilia BCDL 5.0 I Code FBC2010/TP12007 (Matrix) 1 Weight:80 lb FT=20%F,11%E I 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. OTHERS 2x4 SP No.2(flat) REACTIONS. All bearings 17-3-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)28,15,27,26,25,24,23,22,21,20,19,18,17,16 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks 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 to be attached to walls at their outer ends or restrained by other means. `t\\111111 11// ``, . / / Ss0 .. S• . 4 , i. .%'>O••• c EN S • T. . . • 39381_ --▪ liglar • - ATE • ":O 1, . ,� ,, c' OP°I, � • OR1r,,\ /1111111 FL Cert. 6634 June 8,2015 I 0 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 Ixxanelers shown.and Is ter an Yxiv1(1mi build(component. App•icabllty of design parameters and proper Incorporation of component Is resporubYM/of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to nurse stability dung co nsiructkrn 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 Sheet Suite 312.A/exandrka.VA 22314. Tampa.FL 33610 I --I ■ 1 Job Truss Truss Type Qty Ply Randy Long Residence 77136547' J150205 F04 Floor 7 1 J Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:46:12 2015 Page 1 I D:JQbmzY2_QvLSokCEb82D9QynzDO-5?xCtikLE7LwuU2lazeV W IXEmbAHVLIg_eY?1 Pz8OhP 0-3-0 1.3-0 { I 1-0-0 { I 2-0-0 I I 0-11-0 - 0-118 Scale=1:21.2 354= 3x4= 3x6= 3x3= 3x3_ 353 1.5x4= 1 2 3 4 53x3= 6 1 • OiNre.‘1111r le 16' EE 4 c ° J 1 III Y '''' 1 MI Arr I 7 T°� Y • i Tb _' ��I 14 13 12 11 10 83x6 II 8 �I 353= 3x5= 3x4= 3x3= 3x6 II 3x6 I 4x7 II 6x6= { 1-7-8 4-1-8 I 6-7-8 7-9-0 3 8-9-0 i 9-9-0 I 10-9-8 { 12-3-8 1-7-8 2.6-0 2.6-0 1-1-8 1.0.0 1-0-0 1-0-8 1.6.0 Plate Offsets_(XY)-- [6:0-1.8,Edge],[9:0-3-0,0-0-0],(17:0-1-8,0-0-12] LOADING(psf) SPACING- 2-0-0 CSI. 1 DEFL. in (loc) Udell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) -0.10 10-11 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.15 10-11 >928 360 1 BCLL 0.0 Rep Stress Incr YES WB 0.23 1 Horz(TL) 0.02 7 n/a Na BCDL 5.0 Code FBC201O/TP12007 (Matrix) Weight:75 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=646/0-3-8,7=653/0-3-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 15-16=-643/0,1-16=-572/0,7-17=-609/0,6-17=-608/0,1-2=-653/0,2-3=-1415/0,3-4=-1651/0,4-5=-1381/0, 5-6=-640/0 BOT CHORD 13-14=0/1180,12-13=0/1667,11-12=0/1668,10-11=0/1381,9-10=0/1381,8-9=0/1381 WEBS 4-10=-516/0,5-9=0/639,1-14=0/797,2-14=-733/0,2-13=0/327,3.13=-352/0,4-11=0/468,6-8=0/806,5-8=-1141/0 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. t%%%1111111/I/I ,`%%o0 .. A. g46, . ■ t• . .3938 I • - *• — — rCC 11: - ATE • •:41: . � • ,, � 4- O R \O ,\ •'SS ,,,, ,0NA,E`0- FL Cert. 6634 June 8,2015 1 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/I-7473 rev.02/1612015 BEFORE USE. 'Nit . Design valkl for use only with Milek connectors.this design Is based only upon parameters shown,and is for an in ivkiucl bolding component. App lcablity of design parameters and proper Incorporation of component Is responsibility of balding designer•not truss designer.Bracing shown T Is for lateral support of individual web members only. Additional temrxrary b acing to inure stability during construction is the respauibl1ity of the M�Ie1� erector. Additional permanent bracing of the overall structure is the responsibility 01 the biding designer.For general guklance regarding 1 RR fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality C,iterla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalcitie from RUES Rate institute.781 N.Lee Sheet,Suite 312.Alexandrki.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Randy Long Residence 17136548 J150205 F05 Floor 3 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.620 s Apr 30 2015 MiTek Industries.Inc Mon Jun 08 09:46:13 2015 Page 1 ID:JObmzYZ_QvLSokCEb82D9QynzDO-ZBVa551_?RTnVe8V8g9k2z30t,XCEnepCIHZasz80h0 0-3-0 13-0 I 1-0-0 I 2-0-0 I I 0-11-0 I 0 �_ H Sale=1:26.3 355= 4x7 II 4x7 I 3x3= 353= 3x3= 1.5x4 II 1.554= 1 2 3 4 5 fi 7 84x4= 9 'Y7 i. i •k‘ ` 19 ,n,K—O cz I i.i e 18 17 16 15 14 13 12 11 Dz, Z 10 1.5x4 I 4x4= 3x4= 3x3= 3x10= 3x6 II 3x6 II 4x7 II 6x6= qq 3-Q 3-0-0 5-6-0 I 8-0-0 6 I 10-3-0 10-4-8 11-4-8 I 12-4-8 I 13-5-0 I 14-11-0 I 03•f) 2-9-0 2-6-0 2 -0 2-3-0 0-1-8 1-0-0 1-0-0 1-0-8 1-6-0 Plate Offsets(X,Y)-- f 1:0.3-0,Edgej,(2:0-3-0,Edgel,[8:0-1-8,Edgel,[9:0-1-8,Edgel,[12:0-3-0,0-0-l)]j17:0-1-8,Edge),[18:Edge,0-0-121,09:0-1-8,0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.17 13-14 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(TL) -0.26 13-14 >668 360 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) -0.02 10 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:89 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 2x4 SP No.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) 10=790/0-3-0,1=796/0-3.0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 10-19=-728/0,9-19=-727/0,1-2=-854/0,2-3=-1420/0,3-4=-1425/0,4-5=-2163/0,5-6=-2488/0,6-7=-1803/0, 7-8=-1803/0,8-9=-793/0 BOT CHORD 16-17=0/854,15-16=0/1917,14-15=0/2455,13-14=0/2267,12-13=0/1803,11-12=0/1803 WEBS 2-17=-699/0,1-17=0/1112,8-12=0/910,2-16=0/758,4-16=-685/0,4-15=0/342,5-15=405/0,6-14=0/361, 6-13=-714/0,9-11=0/1001,8-11=-1554/0 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)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11111111g// • 5)CAUTION,Do not erect truss backwards. %s```ops A. 44 t.,�. ., • 39381 ,i ts• 0 R \ . 10' - te+ :4• : -- - ATE •: • iS •. �,,1S ON A � 0 ‘. L ,i/11111►" FL Cert. 6634 June 8,2015 1 r WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.07/16/2015 BEFORE USE. Mt , Design valid for use only with Mlle(connectors.This Mean only upon component u orometets shown.and is for divlduxul building ro component. Applicability of design parameters and proper pc pone 'K K7 designer Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during constrrctkxr Is the responsibility of the MiTek• erector. /dcitlonal permanent bracing of the overall structure Is the resporsibally of the binding designer.f<r general guidance regarding fabrication.quality control,storage,delNery.erection and bracing,consult ANSI/1P11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. • Safety Information wcllctbfe from Buss Plate Institute.781 N.Lee Street.Suite 312.Alexcavirkr.VA 22314. Tampa.FL 33610 1 Joy r Truss Truss Type I Qty Ply Randy Long Residence 77136549 J150205 F06 Floor 2 1 Job Reference(optional) Manning Budding Supplies. Jacksonville.FL 7.620 s Apr 30 2015 MiTek industries.Inc. Mon Jun 08 09:46:14 2015 Page 1 ID:JQbmzYZ..QvLSokCEb82D9QynzDO-2N2y1Rmcmlbe7ojhhOgzbAcYgOgJzE7yRx1661z8OhN 0-3-0 I—1 —Ir ��1 1 00 0.5-12 0- 11-1°-11-4 r tale=1:39.1 4x7 11 3x6 11 1.5x4 11 4x4= 4x7— 3x6 FP= 1.5x 4= 1 2 3 4 5 6 7 8 9 10 11 12 13 T ..,l'ii .'s 18141 ill 4/Adl .40/Alak\ /AIIIL I 117411rilt AIIIIIIII16.rl‘ AIIIIIIIIIh''"r2\4"1 29 9. 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 3x6 'J 3x6 1 6x6= 4x4= 1.5x4 II 3x5= 3x6 FP= 3x6 11 11.4.8 03-P 3-0-0 1 5-6-0 8-0-0 10-3-0 10/4-8 1 12-4.8 1 13-5-4 1 14-9-12 15.5.0 17-11-0 I 20-5-0 1 21-11-0 a3•b 2-9-0 2-6-0 244 2-3-0 04-8 1-0-0 1-0-12 1.4-B b7 4' 2-6-0 2-6-0 1-6-0 1-0-0 Plate Offsets(X,Y)-- [1:0-3-O,Edge1,18:0-1-8,Edge1,20:0-3-0,0-0-01,[27:0-1-8,Edge),R9:0-1-8,0-0-121 LOADING(psf) SPACING- 2-0-0 I CSI. DEFL. in (lac) I/dell Lid PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.18 21-23 >985 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(TL) -0.28 21-23 >631 360 BOLL 0.0 Rep Stress Incr YES WB 0.30 j Horz(TL) -0.03 14 n/a n/0- Weight:1251b FT=20'14>F,11%E BCDL 5.0 Code FBC2010/TPI2007 I (Matrix) I LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purtins, except BOT CHORD 2x4 SP No.1 D(ftat)'Except' end verticals. 25-28:2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2(flat) REACTIONS. (lb/size) 14=227/0-3-0,1=725/0-3-0,18=1405/0-3-8 Max Upliftl4=-30(LC 3) Max Gray 14=319(LC 4),1=733(LC 3),18=1405(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 14-29=-314/34,13-29=-314/34,1-2=-784/0,2-3=-1284/0,3-4=-1287/0,4-5=-1888/0, 5.6=-1989/0,6-7=-1223/0,7-8=-1223/0,9-10=0/652,10-11=-344/275,11-12=-344/275 BOT CHORD 26-27=0/784,25-26=0/1711,24-25=0/1711,23-24=0/2069,22-23=0/1725,21-22=0/1715, 20-21=0/1223,19-20=0/1223,18-19=-843/0,17-18=-858/0,16-17=-444/213, 15-16=-137/446 WEBS 2-27=-644/0,1-27=0/1021,8-20=0/1046,9-18=-1291/0,2-26=0/667,4-26=-590/0, 5-24=-252/0,6.23=0/406,6-21=-770/0,9-19=0/1056,8.19=-1798/0,13-15=-79/314, 12-15=-277/106,12-16=-275/0,10-16=0/319,10.17=-628/0,9-17=0/505 ♦`11111111111///,,, NOTES- ♦ S A �j 1)Unbalanced floor live loads have been considered for this design. ,♦♦O�P........q�tt�� ,j 2)All plates are 3x3 MT20 unless otherwise indicated. �� 1;�E N S+••tv9 '.j 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 lb uplift at joint 14. • ��.••�,� F .Ii/∎, 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=* •• • 3938!-. • C be attached to walls at their outer ends or restrained by other means. 6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. = 7)CAUTION,Do not erect Miss backwards. - “-.1----- -�_ •r� • 'Q- - ATE • / 1.•, 4.S:c< OR `•Q �' %% FL Cert. 6634 June 8,2015 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.02/160015 BEFORE USE D lia esign valki for use only with M9ek connectors.this design is based only upon parameters shown.(rid Is i01 an I nclivktuol building component. Applicability of design parameters and proper incoiporat on of component is responsibility of building designer-not buss designer.Bracing shown is kx lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction n is the responsibility of tlx: Mil. erector. Additional permanent bracing of the overall structure h building TeRR the responsibility of the ng designer.For general guidance regarding 1 fabicatkxn.quality control,storage,delivery.erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-B9 and BCSI Building Component 6904 Parke East Blvd. Solely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria-VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Randy Long Residence 77136550', J150205 F07 Floor 1 1 Job Reference(optional) _ Manning Building Supplies. Jacksonville.FL 7820 s Apr 30 2015 Mir Industries.Inc. Mon Jun 08 09:46:15 2015 Page 1 I D:JQbmzYZ_QvLSokCEb82D90ynzD0-W acLW nnEW 2jViyi1F5BC709jaoAYihtN6gbmfekzBOhM 0-3-0 Hi 1-3-0 I 11�i 2-00 I ai1a� C15-12 Scale=1:38.6 4x7 'I 3x6 II 1.5x4 II 4x4= 4x7= 3x6 FP- 3x6= 1 2 3 4 5 6 7 8 9 10 11 12 13 . ziENENpppr/AAwAhhh\ /Aiiihasummik Ahh\s\-94.p/AhhihNi‘iipiii CA IQ 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 1.5x4 II 3x5= 3x6 FP= 3x6 II 3x6 I 6x6= 4x4= 3x6 I'. 11-4-8 13.5-4 144.12 013p aao I 56-0 8-0-0 10-3-.0 101'8 12-4-8 13-3 8 i i 14-8-4 )550 17-11-0 I 2050 1 21.11-0 i 0-3b 2-9-0 2-6-0 2-60 i 2-30 044 1-0-0 0-110 1-3-0 0-1-8 260 260 1-6-0 1-0-0 0-1-12 0-7-4 Plate Offsets(X,Y)-- 11:0-3-0,Edgel,(8:0-1-8,Edgel,120:0-3-0,0-0-01.[27:0.1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. I, DEFL. in (hoc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.18 21-23 >985 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(TL) -0.28 21-23 >631 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) -0.03 14 n/a rt/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:125 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)*Except' end verticals. 25-28:2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2(flat) REACTIONS. (lb/size) 14=233/0-3-0,1=725/0-3-0,18=1405/0-3-8 Max Upliftl4=-28(LC 3) Max Gray 14=325(LC 4),1=733(LC 3),18=1405(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 13-14=-320/33,1-2=-784/0,2-3=-1285/0,3-4=-1287/0,4-5=-1888/0,5-6=-1989/0, 6-7=-1223/0,7-8=-1223/0,9-10=0/652,10-11=-345/275,11-12=-345/275 BOT CHORD 26-27=0/784,25-26=0/1711,24-25=0/1711,23-24=0/2069,22-23=0/1725,21-22=0/1715, 20-21=0/1223,19-20=0/1223,18-19=-843/0,17-18=-859/0,16-17=-444/212, 15-16=-136/448 WEBS 2-27=-644/0,1-27=0/1021,8-20=0/1047,2-26=0/667,4-26=-590/0,5-24=-252/0, 6-23=0/406,6-21=-770/0,13-15=-80/327,12.15=-282/105,12-16=-277/0,10-16=0/321, 10-17=-627/0,9-17=0/505,9-18=-1291/0,8-19=-1798/0,9-19=0/1056 :::::1111111;:.NOTES `�� S A' ��i 1)Unbalanced floor live loads have been considered for this design. `,, ........ENS 9 �,2)All plates are 3x3 MT20 unless otherwise indicated.3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 28 lb uplift at joint 14. :/,.• v, •'.• • 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=* 'f• 39381._ be attached to walls at their outer ends or restrained by other means. 6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7)CAUTION,Do not erect truss backwards. • •--: ATE • • 1C/ FL Cert. 6634 June 8,2015 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/162016 BEFORE USE. I • Design valid for rue only with Wick connectors.1111s design is toured only upon parameters shown,and is for an hdvkirxa biding component. Applicrbllty of design pxaa inters and proper incorporation of component B responsibility of balding designer-not truss designer.Bracing shown Is for lateral support of lndMdeoa web members only. Additional temporary tracing to Insure stability during consimctlon Is the responsibility of the M• - erector. Additional permanent bracing of the overall structure is the resp on billty of the building designer.For general guidance regarding fabk:alen,quality control.storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inforrnalon walable from truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 33610 I Job , Truss Truss Type Qty Ply Randy Long Residence ' T7136551 J150205 F08 Floor 17 1 Job Referenceioptionai) Manning Building Supplies, Jacksonville.FL 7.620 s Apr 30 2015 MTek Industries.Inc. Mon Jun 08 09:46:16 2015 Page 1 I D:JQbmzYZ_OvLSokCE1382D9Qynz DO--.mAgns HMsMM6t3pptRgbhorCUAR5vFvFW DAAz80hL 0-3-0 ��s 1� I 0-01-8 Scat I :-�I–I e=1:39.4 4x4- 5x5= 6x6= 6x6= 3x5= 3x4= 3x3= 1.5x4 II 3x3= 3x3= 3x4= 3x6 FP= 1.5x4= 1 2 3 4 5 6 7 8 9 10 11 12 13■,dialw. „ ci ZI. 28 c).:i 3 gr-rvrai.\■r■r..,_A...=i__=:.,...N-=w,..-,_Nr. ........11 _... :._ is 27 26 25 24 23 22 21 20 19 18 17 16 15 14 1.5x4 I 5x5= 3x8 MT2OHS FP= 3x10= 3x6 II 3x6 II 3x6 II 3x4= 3x4= 4x4= 4x7= 3x3= 5x5- 3x5= 01310 3-0-0 1 5.6-0 1 8-0-0 13-1-0 i 15-7-0 18-1-0 I 20-7-0 I 22-1-0 i 0-3-0 2-9-0 2-6-0 2-6-0 5-1-0 2-6-0 2-6-0 2-6-0 1-6-0 Plate Offsets(X,Y)-- [1:0.1-8,Edge],[2:0-1-8,Edge],[13:0-1-8,Edgei,[20:0-3-0,0.0-01,122:0-3-8,Edgel,[26:0-1-8,Edge],128:0-1-8,0-0-12] _ LOADING(psi) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.46 20 >565 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(TL) -0.72 20 >362 360 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) -0.02 14 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:125 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2(flat)'Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: • 14-24:2x4 SP No.1D(flat) 2-2-0 oc bracing:19-20,17-19. WEBS 2x4 SP No.2(flat) REACTIONS. (lb/size) 14=1184/0-3-0,1=1191/0-3-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 14-28=-1177/0,13-28=-1176/0,1-2=-1288/0,2-3=-2283/0,3-4=-2299/0,4-5=-3856/0, 5-6=-5150/0,6-7=-5577/0,7-8=-5577/0,8-9=-5267/0,9-10=-4378/0,10-11=-3115/0, 11-12=-3115/0,12-13=-1226/0 BOT CHORD 25-26=0/1288,24-25=0/3196,23-24=0/3196,22-23=0/4593,21-22=0/5453,20-21=0/5577, 19-20=0/5577,18-19=0/4950,17-18=0/4952,16-17=0/3868,15-16=0/2319 WEBS 2-26=-1056/0,1-26=0/1676,13-15=0/1583,2-25=0/1342,12-15=-1521/0,4-25=-1249/0, 12-16=0/1107,4-23=0/917,10-16=-1047/0,5-23=-1024/0,10-17=0/709,5-22=0/718, 9-17=-799/0,6-22=-486/0,9-19=0/526,6-21=-214/508,8-19=-674/72,8-20=-216/317 NOTES- 1)Unbalanced floor live loads have been considered for this design. ,11/11 11111//��, 2)All plates are MT20 plates unless otherwise indicated. �� cJ A. �� 3)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �� P` S Z 14�' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131'X 3')nails. Strongbacks to `■• ••G E N••••v . be attached to walls at their outer ends or restrained by other means. `��•••V� F• •. l��y 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. • 3938 6)CAUTION,Do not erect truss backwards. -. * :• • • =.• 'eillareeio N ;t ' ' SATE • ''.14/•:: 10 '`• O 'C( P R 4 , \ • 1111111 I FL Cert. 6634 June 8,2015 0 WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/I6/2015 BEFORE USE. mg Design valid for use only with Milek connectors.This design Is based only upon parameters shown,and is for an individual bulking component. Appllcarltity 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 Mile k. erector. Additional permanent bracing of the overall struct re Is the responsibility of the building designer.For general guidance ce regarding labi1catlen,quality control,storage,delivery.erection and bracing.consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information grvalalJle horn Truss Plate institute.781 N.Leo Street.Suite 312.Nexandrkl VA 22314. Tampa,FL 33610 Job t (Truss Truss Type Qty Ply Randy Long Residence 17136552 J150205 I F09 Floor 1 1 Job Reference(optional) ' Manning Building Supplies. Jacksonville.FL 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:46:17 2015 Page 1 ID:JObmzYZ_OvLSokCEb82D9ClynzD0-SykSwTOU2g_D_FSGNWEgDpE?ScsBAXKP7vFmjdzBOttK 0-1-8 1-34) 0..8 H I I 1 -0 I 0-1-8 =1:38.9 5x5= 5x5= 5x5= 1.5x4= 4x4= 4x4= 3x3= 3x3= 3x3= 3x3= 4x4= 3x6 FP= 1.5x4= 1 2 3 4 5 6 7 8 9 10 11 25 ANWlt-SNNV'8NNIIIreoi:•Axllglllpprtlrt /iiill 'Ili ' &WI IIINNIvliir Ls.- n 11All mAlh=.-.41&.111MLIg.9 c, :-' Y e e r a 24 23 22 21 20 19 18 17 16 15 14 13 12 4x4= 3x8 MT2OHS FP- 4x10= 3x6 II 3x6 II 3x6 I 3x6 II 4x10= 5x5= 4x7= 3x3= 5x8= 4x4= 1.6.0 { 4-0-0 { 6-6-0 I 9-0-0 { 13.10 I 15-7-0 { 18-1-0 { 20-7-0 { 22-1-0 1-6-0 2-6-0 2-6-0 2.6.0 4-1-0 _ 2.6-0 2.6-0 2-6-0 1-6-0 Plate Offsets(X,Y)-- [1:Edge,0-1-8],[11:0-1-8,Edge],[15:0-3-12,Edge),[17:0-3-0,0-0-0],[20_0-3-8,Edge],[24:Edge,0-1-8],[25:0-1-8,0-0-12],[26:0.1-8,0-0-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Verl(LL) -0.40 17-18 >651 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(TL) -0.67 18 >394 360 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.10 12 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:126 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat)'Except' TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc purlins, except 1-9:2x4 SP No.1 D(flat) end verticals. BOT CHORD 2x4 SP No.2(flat)'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1 12-22:2x4 SP No.1 D(flat) WEBS 2x4 SP No.2(flat) REACTIONS. (lb/size) 24=1524/0-3-0,12=1216/0-3-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 24-25=-1519/0,1-25=-1517/0,12-26=-1210/0,11-26=-120810,1-2=-1448/0, 2-3=-3482/0,3-4=-5047/0,4-5=-5679/0,5-6=-5890/0,6-7=-5600/0,7-8=-4886/0, • 8-9=-3213/0,9-10=-3213/0,10-11=-1262/0 BOT CHORD 22-23=0/2732,21-22=0/2732,20-21=0/4306,19-20=0/5482,18-19=0/5890,17-18=0/5890, 16-17=0/5890,15-16=0/5352,14-15=0/4108,13-14=0/2387 WEBS 11-13=0/1631,1-23=0/1861,10-13=-1564/0,2-23=-1787/0,10-14=0/1149,2-21=0/1043, 8.14=-1243/0,3-21=-1144/0,8-15=0/1002,3-20=0/955,7-15=-679/0,4-20=-633/0, 7-16=0/488,4-19=-5/420,6-16=-711/97,5-19=-606/202,5-18=-301/290,6-17=-245/347 NOTES- `` 011111/i f4 1)Unbalanced floor live loads have been considered for this design. ,``� PS A 4 t,� 2)All plates are MT20 plates unless otherwise indicated. 0 ,........ e /,� 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. .4. ' G E N '9A-�� 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 :��•••\,� S�•'.�4,.• be attached to walls at their outer ends or restrained by other means. . 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). • .• . • 39381 LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 .. .e1� :rte'z.•Uniform Loads(pit) ATE • •Vert:12-24=-10,1-2=-237(F=-137),2-11=-100 O•• ,i/ 10NA,......... ,%•. FL Cert. 6634 June 8,2015 0 WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.02/16r2015 BEFORE USE. 'MIL Design valki for use only with Milek connectors.This design k taxed only upon parameters shown.crxf is lot an innd v dual txidir>0 component. Applk:ohllty of design parameters and proper incorporation of component is resporwblilly of banding designer-not Inns designer.Bracing shown is for lateral support of Individual web members only. Addltlon l temporary bracing to Insure slit fly during construction is the responsibility of thus erector. Additional permanent bracing of the overall structure is the responstdlity of the balding desigrxsr.1 or general guidance regarding MfTek- fabricati n,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 crvalable from Truss Plate Instttute,781 N.Lee Sleet,Suites 312.Aloxandikl,VA 22314. Tampa.FL 33610 Job r Truss fuss Type Qty Ply Randy Long Residence 1 T71365531 J150205 F11 FLOOR 6 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.620 s Apr 30 2015 MTek Industries,Inc. Mon Jun 08 09:46:18 2015 Page 1 ID:JQbmzYZ_QvLSokCEb82D9QynzDO-W81T8pp6pz64cP0SW DNlOnGL?GBv_3YMZ?KF3z8OhJ 0.1.8 1-1-4 H I 1-2-12 II 1-2-4 t 1-1.4 -4 0-8-4 1 3 0_-i �6 4 e=1:38.9 1.554 1 1.554 II 5x5= 1.554 II 3x4= 4x7= 5x10 MT2OHS= 3x3= 3x3= 3x3= 353= 3x3= 3x3= 3x3= 1.5x4= 1.554= 4 5 6 7 8 9 10 11 12 13 14 1 2 e 530��aw, ;rww Aliwwow/► � 31 •"mum at■ilmmttmmiil ii II sr■ ftttr. 17 co 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 656= 6x10= 3x6 FP= 356 FP= 4x7 II 656= 6x6= 1-6-4 1 8 3-7-0 ¢¢ 0q 1. 5-9-8 611-0 8-5-0 8,7 0 13-1-0 f 15-7-0 f 18-1-0 , 20-7-0 1 22-1-0 I I 1-6-4 0�4 2-0-8 6-6.0 1-8-8 0-3-8 2-4-0 0- 0 4-6-0 2-6-0 2-6-0 2-6-0 1-6-0 Plate Offsets(X,Y)-• f1:Edge,0-1-8],(4:Edge,O-0_12),(5:0-1-8,Edge],(14:0-1-8,Edge],(21:0-3-0,0-0=0],(30:0.1-8,0-1-0),(31:0-1-8,0-0-12] LOADING(psi) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) -0.28 22 >933 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.61 i Vert(TL) -0.47 22-23 >552 360 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(TL) 0.05 15 n/a Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:149 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 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. REACTIONS. (lb/size) 29=1040/0-3-0,15=659/0-3-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 29-30=-1015/0,1-30=-1012/0,15-31=-652/0,14-31=-651/0,1.2=-1802/0,2-3=-1802/0, 5-6=-2654/0,6-7=-3079/0,7-8=-3396/0,8-9=-3400/0,9-10=-3400/0,10-11=-3190/0, 11.12=-2675/0,12-13=-1854/0,13-14=-721/0 BOT CHORD 27-28=0/3269,26-27=0/3202,25-26=0/3202,24-25=0/2852,23-24=0/3309,22-23=0/3462, 21-22=0/3400,20.21=0/3400,19-20=0/3004,18-19=0/2329,17-18=0/1366, 16-17=0/1366 WEBS 1-28=0/1979,14-16=0/911,13-16=-875/0,13-18=0/662,6-24=0/307,12-18=-645/0, 7-24=-313/0,12-19=0/469,11.19=-446/0,11-20=0/322,8-22=-253/91,10-20=-399/0, 3-28=-1724/0,5-25=0/700,3-25=-651/0,3-5=-2627/0,6.25=-361/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. ,,r,0111111g/1i 2)All plates are MT20 plates unless otherwise indicated. ,,,.� 1 e. A qC//�� 3)All plates are 3x6 MT20 unless otherwise indicated. •• nn �j 4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. .•% G E N.e p'..1,4,••Of e,� 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 :•�N -•••., \ �� be attached to walls at their outer ends or restrained by other means. . 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)507 lb down at 2-10-4 on top chords* •• • 39381 The design/selection of such connection 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). _ / LOAD CASE(S) Standard i' ATE • 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 0'.UniformVert:15-29=-5,1-3=-50,4-14=-50 ,.°�•••�( O R 1 O .:40(417� ��'i�s�'••.... S% ConcentVert:3-507(F)) i,�� la. N A � � "HMSO" FL Cert. 6634 June 8,2015 V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev-02/16/2015 BEFORE USE. ■ : lill Design valki for use only with MRek connectors.This design is based only upon Ixu anotors shown,and is for on Incllvidual talding component. Appllcat-5W of design parameters and proper Incotpofatkxt of component Is responsibility 01 building designer.not truss designer.Bracing shown Is for lateral support of ktdNidual web members only. Additional temporary tracing to Insure stability during construction Is the rosp rslbltlty of the 'A'TQ'I (vector. Additional permanent bracing of the ovoid'structure is the responsibility of the building designer.For general guidance regoefkig 1Y' 1 k fabricaa(vn quality contra,storage,delivery,erection and tracing,consult ANSI/TPIt Quality Criteria,DSB-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 I Truss Type Qty Ply I Randy Long Residence T7136554 J150205 F12 Floor Supported Gable 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:46:19 2015 Page 1 1 D:JQbmzYZ_Qv LSokC Eb82 D9Qynz00-OLsrL9gkaH EwDZbeU xG81 EJXk PlgeZkibDkInVz8Oh1 0.1.8 0,4 Scale=1:13.2 1 2 3 4 5 6 • • L • • e 13 1 14 I L • Y ■ r 4 e a ---- ---_ o-.— -_-- o -. r-¢- •s0:• %•oTo o oToTot00.OTi oToTo ToToTo•TOOOi oTo o il'0iioiioTolf4 oToT TotiV toToTo oToT oToToTotoiOoiloToTitoiioToToToT ioToNT.4T ToToToiotoToT i•9.V.:i:i:i:ilV.T.1.i �•.•-•-•-�.•.c•.-•-•.•.•.•- .•e-•-�.•.a•.•.•-•.�•.•e- ...•.•.•.•-.�•.•.i-i-i Qololo.�..•.•.cam.�•ee.•-ems c•.�.•�.•e.•.�.��•.�.•.e.•.•.�•.�•e.�.•�.•.�..•-•.•e-�.•-•ee.•••• 12 11 10 9 8 7 3 3x3= 3x3= 6-11-0 I 6-11-0 Plate Offsets(X,Y)-- [1:Edge,0-0-121,[13:0-1-8,0-0-12],[14:0-1-8,0-0.121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) rVa - ria 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:33 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 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. OTHERS 2x4 SP No.2(flat) REACTIONS. All bearings 6-11-0. (lb)- Max Gray All reactions 250 lb or less at joint(s)12,7,11,10,9,8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks 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 to be attached to walls at their outer ends or restrained by other means. `,,`11 ,`N, �PSA. ql 0. • •E 1111111///l,,l,l N 6 ll • 3938!_. = ir . .eta :.4 f0ir " . SATE • :tV ',,e''/Q N PX. ' %0. it,. 1%• FL Cert. 6634 June 8,2015 t 0 WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1-7473 rev.02n6/2015 BEFORE USE. Design valid for toe only with Milek connectors.This design is based only upon parameters shown,and is tel an individual bidding component. , Applicability of design paarreters and proper Incapxratkn of component is responsibility of building designer-not teas designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure statbAlty during construction Is the respotrsibllity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the laic-Mg designer.For general gtldance 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 Truss Plate institute,781 N.Lee Street Surie 312.Alexandria.VA 22314. Tampa.FL 33610 Jol r Truss i Truss Type Qty Ply Randy Long Residence T7136555 J150205 F13 Floor Supported Gable 1 1 Job Reference(optional) Manning Building Supplies. t Jacksonville.FL 7.620 s Apr 30 2015 Mask Industries.Inc. Mon Jun 08 09:46:19 2015 Page 1 I D:JQbmzYZ_QvLSokCEb82D9QynzDO-OLsrL9gkaHE WDZbeUxGBIEJXuPIreZlibDkttnVz8Ohl 0}1{8 0 11 Scale=1:26.8 3x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 • • • ■A � • • • • }0'--- • .°. i -6 111\-I i- - - - .., Il - rum 26 25 24 23 22 21 20 19 18 17 15 14 3x3= 3x3= 3x3 15-9-0 I i 15-9-0 --- --- Plate Offsets(X,Y)-- 127:0-1-8,0-0-121,128:0.1-8,0-0-12] — __ - — LOADING(psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 14 n/a Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:72 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2(flat) REACTIONS. All bearings 15-9-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)26,14,25,24,23,22,21,20,19,18,17,16,15 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x4 MT20 unless otherwise indicated. . 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks 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 to be attached to walls at their outer ends or restrained by other means. ∎`S�O�PS.116.................. ................ • 39381_ ' • SATE • LU 1.',% 1 • . r IS . lit, �........N , tto -`s FL Cert. 6634 June 8,2015 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16.1016 BEFORE USE. I fli Design valki for use only with Mitek connectors.Mb design Is bas upon >r based only un ixaneters and d Is for an Indivk ual balking component. t Appli:abflty of design parameters and proper incorporation of component Is respocul)Wly of bolding designer not miss designer.Bracing shown is for lateral support of indMdual web members only. Additional temporary bracing 10lmse stability during constnMtk,n is the responsibility nsiWitty of the MIT @�C erector. Additional permanent bracing of the overall structure Is the responsibility of the bulking designer.For general guidance moulding fabalcallon,quality control.storage,delivery.erection and bracing.consult ANSI/1PI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. • Safety Information avaldle from Truss Rate Institute.781 N.Lee Sleet,Salto 312.Alexandria.VA 22314. Tampa.FL 33610 Jots I Truss truss Type Qty 'Ply Randy Long Residence 77136556 J150205 F14 Floor 10 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.620 s Apr 30 2015 MTek Industries,Inc. Mon Jun 08 09:46:20 2015 Page 1 I D:JQbmzYZ_QvLSokCEb82 D9Qynz D0-sXQ EZVr N LbMnrjAr2enN q RscTprjNxDrptUQJyz8OhH 0-1-8 UU So a3� H I 1-3-0_H 1. 11 2-0-0 I F-1�$—I N Scale=1:28.3 4x4= 1.5x4= 4x4= 4x4= 4x7 II 4x7 I 1 2 3 4 5 6 7 8 9 - i22 1. /11 a II rw.il....„3 7. 9 1 O ►�� 20 19 18 17 16 15 14 13 12 11 10 4x4= 3x6 I 3x6 I I 4x7 I I 4x4= 1.5x4 I 3x6 1 1-6-0 { 4-0-0 I 6-6-0 9.0-0 19.6-81 10-6-8 1 11-6-8 I 12-8-8 } 15-5-8 15.8.8 1-6-0 2-6-0 2-6-0 2-6-0 0-6-8 1-0-0 1-0-0 1-2-0 2-9-0 0-3-b Plate Offsets(X,Y)-- [1:Edge,0-1-81,[5:0-1-8,EdgeI,[6:0-1-8,Edge],f8:0-3-0,Edge1,19:0-3-0,Edge1,111:0-1-8 Edge1,114:0-3-0,0-0.01,122:0-1-8,0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.17 16 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.26 16-18 >698 360 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.01 9 n/a rVa BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:92 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:15-16,14-15. REACTIONS. (lb/size) 21=834/0-3-0,9=840/0-3-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 21-22=-828/0,1-22=-827/0,1-2=-829/0,2-3=-1993/0,3-4.2542/0,4-5=-2617/0,5-6=-2372/0,6-7=-1547/0, 7-8=-1539/0,8-9=-88110 BOT CHORD 19-20=0/1559,18-19=0/2392,17-18=0/2711,16-17=0/2710,15-16=0/2372,14-15=0/2372,13-14=0/2372,12-13=0/879, 11-12=0/881 WEBS 8-11=-696/0,9-11=0/1147,5-15=-845/0,6-14=0/658,1-20=0/1069,2-20=-1015/0,2-19=0/603,3-19=-556/0, 5-16=0/793,8-13=0/863,6-13=-1197/0 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 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 ti 11111111 Ot p1/4S A. 4 •/i be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. `,•‘,..,0 e• 6)CAUTION,Do not erect truss backwards. 4.61., 1 * . • 3938$_ : ' SATE • �'�5:..< OR1O �\�;• f FL Cert. 6634 June 8,2015 V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.02/16/2016 BEFORE USE. MN Design valid for use only with Mllek connectors.Ibis design Is based only upon parameters shown.and is for an individual bUldng component. AppBCablity of design parameters and proper Ytcorporatfon of component Is resrxnstA lty of brdld•tg designer.not truss designer.Bracing shown is for lateral support of IndMdual web members only. Additional temporary bracing to insure stablity doing construction Is the responsibility of the M iTek- erector. Additional permanent bracing of the overall structure Is the responsibility of the bilking designer.for general gtldance regarding • fabrication quality control,storage,delivery,erection and bracing.comfit ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexatdrka,VA 22314. Tampa.FL 33610 —__ — JoB Truss Truss Type Oty Ply Randy Long Residence 771365571 J150205 F14A Floor 4 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:46:21 2015 Page 1 ID:kOMzHCLkdpFWOEXyIMVz_IyCkLu-Kjzcmgr?6uUeTtl1cMICNfOmaDDC6PV 2XD_sOzBOhG 0-1-8 H I "4) I P-51 1-3-0 I 2-0-0 I I 1-0-8 i 0.3 Scale=1:30.8 3x4= 1.5x4= 3x5= 3x3= 3x3= 3x3= 3x3= 4x7 I I 4x7 II 1 24x7= 3 4 5 6 7 8 9 10■ I litte I IN .410 DM WIZ O.•\.i23 i._.a11..�_..I� 1 171 22 ►'� 20 19 18 17 16 15 14 13 12 11 3x3= 3x6=4x4= 3x5= 3x3= 3x3= 3x6 II 3x6 II 3x6 II 4x7 II 4x7= 1.5x4 !I 2.48 I 1-4-0 1-6618 4-6-8 I 7-0.8 I 9-6-8 , 1411-0 11.11-0 112.11.0 I 14-1.0 } 16-10-0 17,•110 0- 1-4-0 --8 2-6-0 2.6-0 2.6-0 1-4-8 ' 1-0-0 1-0-0 1-2-0 2.9-0 013.b 0-7-0 Plate Offsets(X,Y)-- [2:0.3-0,Edgel,[9:0-3-0,Edgel,[10:0-3-0,Edgel,04:0-3-0,0-0-01,[23:0-1-8,0-0-121 — LOADING(psi) SPACING- 2-0-0 CSI. I DEFL. in (lot) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 ■ Vert(LL) -0.15 15-16 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(TL) -0.22 15-16 >833 360 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) -0.01 10 n/a n/a Weight:1031b FT=20%F,11%E BCDL 5.0 Code FBC2010/TPI2007 (Matrix) 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, Except: 6-0-0 oc bracing:20.21,19-20,18-19. REACTIONS. (lb/size) 10=759/0-3-0,21=1993/0-3-8 Max Grav10=764(LC 4),21=1993(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/1025,2-3=0/893,3-4=-899/370,4-5=-1807/0,5-6=-2234/0,6-7.2078/0, 7-8=-1377/0,8-9=-1373/0,9.10=-804/0 BOT CHORD 20.21=-1025/0,19-20=-614/280,18-19=-155/1481,17-18=0/2161,16-17=0/2161, 15-16=0/2078,14-15=0/2078,13-14=0/2078,12-13=0/802 WEBS 9-12=-637/0,10-12=0/1046,6-15=-406/50,7-14=-4/557,2-21=-982/0,1-21=-1414/0, 6-16=-276/326,5-16=0/279,5-18=-498/0,4-18=0/458,4-19=-816/0,3-19=0/869, 3-20=-1187/0,2-20=0/901,9-13=0/744,7-13=-1023/0 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. ``,��t l l l l i��;11://p- 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 ,,`,`� PS A q �,' be attached to walls at their outer ends or restrained by other means. .1. •,.....,, 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �� G E N S ��5)CAUTION,Do not erect truss backwards. l*..w��•••�'\ __ •• •• 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated loads)927 lb down at 0-2-4 on top chord. 3- ,•The design/selection of such connection device(s)Is the responsibility of others. . • 3938•_. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ;LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 A E Uniform Loads(pIf) Vert:11-22=•10,1-10=-100 • T• b.�••.,< O R ,•p., ,�Concentrated Loads( )) 1j k9 Vert:1=-927(F) ,,4 O N A` "Os� iiiillil FL Cert. 6634 June 8,2015 r V WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev.02/16/2015 BEFORE USE. • Design valid for use only with MIlek connectors.This design is Used only upon parameters shown,and is for an kxRvldual bulling component. Applicability of design parameters and proper incorporation 01 component is responsibility of building designer.not truss designer.Bracing shown Is for lateral support of IndNkdual web members only. NicJtlonci 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 fabrication,quality control,storage,delivery.erection and bxachg,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdalhle horn truss Plate institute.781 N.Lee Sheet,Suite 312.Alexandria.VA 22314. I Tampa.FL 33610 Jot, -Truss 'Truss Type Qty Ply 1 Randy Long Residence 77136558 J150205 F15 'Floor 3 1 , ;Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.620 a Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:4622 2015 Page 1 ID:JQbmzYZ_QvLSokCEb82D9QynzDO-pwX_AsdtCcV41KD93prwsxwadbMrgY8HBzXOgz8OhF 0-1-8 H I 1-3-0 I la I I 2-0-0 1 1 1-0-8 { Sc Q—i e =1:22.5 3x4= 5x5= 1.5x4= 3x3= 3x3= 3x3= 5x5= 1.5x4 II 3x6= 1 2 3 4 5 6y 7 1� Al � „' ■ '1�� 18 , , 1!�i]Ii]i' �4/ . �.� I moo ir�Y m Y�Y Y Y� _ �� I ld 1 F1'4 15 14 13 12 11 10 9 !- 1 3x3- 4x7 'I r' 3x3= 3x5= 3x3= 3x3= 3x6 I I 6x6= 3x6 I I 1 1-6-0 1 4-0-0 1 6-6-0 I 9-0-0 1 9.6.8 I 10-6-8 I 11-6-8 111.1.0 13-1-0 1-6-0 2-6-0 2-6-0 2.6.0 0-6-8 1-0-0 1-0-0 0-1.8 1-5-0 Plate Offsets(X,Y)-- [5:0.1-8,Edge),[7:0-1.8,Edgel,[9:0-3-0,Edge),[17:0-1-8,0-0-121,[18:0-3-0,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.12 11 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(TL) -0.18 11 >831 360 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:77 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(tlat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1 D(ftat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 16=696/0-3-0,8=690/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 16-17=-691/0,1-17=-690/0,8-18=-970/0,7-18=-866/0,1-2=-673/0,2-3=-1552/0,3-4=-1824/0,4-5=-1565/0, 5-6=-1114/0,6-7=-1114/0 BOT CHORD 14-15=0/1261,13-14=0/1812,12-13=0/1835,11-12=0/1834,10-11=0/1114,9-10=0/1114 WEBS 5-10.1195/0,6-9=-299/0,1-15=0/867,2-15=-817/0,2-14=0/404,3-14=-362/0,4-11=-374/0,5-11=0/1194, 7-9=0/1413 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. ``00111111/14�1' • 3938! '• - AIL- : 111101[1r. • - ' — ATE • LC/ :O • .o,∎ o' NA - c•v % iel 11111 FL Cert. 6634 June 8,2015 e V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02/16/2015 BEFORE USE. idl. Design valid for use oily with Mtlek connectors.This design Is based only upon pccameters shown,and is lot an IndMdual bu ldhg 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 IndMdual web members oily. 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 b lking designer.For general guidance regarding fabrication.quality control,storage,deirery.erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Iratttute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Jots Truss Truss Type Qty Ply Randy Long Residence i 77136559' J150205 F15A Floor 11 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:4622 2015 Page 1 ID:kOMzHCLkdpFWOEXyIMVz_IyCkLu-pwX_AsdtCcV41KD93prwsxwsdYYrrQ8HBzXOgz80hF 0-1-8 H 1 1-1-5 1 10.531 1-3-0 1 I 2-0-0 1 1 1-0-8 I Scale 1:25.0 3x4= 4x4= 1.5x4= 3x4= 3x3= 3x3= 3x3= 1.5x4 II 3x6= 1 24x7= 3 4 5 6 7 8 '�11120.: 911 Ink.. �-�Y� �O _1 6 18 Rx/ 16 15 14 13 12 11 10 O M 3x3= 3x6= 4x4= 3x4= 3x3= 3x3= 3x6 II 3x6 II 4x7 II 6x6= 1-5-13 I 1-4-0 1-11-5 2-0-9 4-6-9 7-0-9 I 9.6.9 I 1011.1 1 n-11-1 i 12.11.1 13(r9 Lase 14 y9 1-4 o aids 2-6-0 2-6-0 2-6-0 1-4-8 1.00 1-0-o avid 1.4 is 1 o-1-8 0-6-12 Plate Offsets(X,Y)-- 12:0-3-0,Edge1,18:0-1-8,Edge],[10:0-3-0,Edgel,119:0-1-8,0-0-121 - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.13 11-12 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -0.19 11-12 >815 360 BCLL 0.0 Rep Stress lncr NO WB 0.34 Horz(TL) 0.01 9 n/a rVa BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:88 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=590/0-5-8,17=1875/0-3-8 Max Grav9=595(LC 4),17=1875(LC 1) FORCES. (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 9-20=-833/0,8-20=-743/0,1-2=0/1044,2-3=0/927,3.4=-564/443,4-5.1228/105, 5-6=-1388/0,6-7=-958/0,7-8=-958/0 BOT CHORD 16-17=-1044/0,15-16=-667/68,14-15=-247/1023,13-14=0/1459,12-13=0/1460, 11-12=0/958,10-11=0/958 WEBS 6-11=-551/0,7-10.287/0,2-17=-862/0,1-17=-1429/0,6-12=-50/589,5-14=-327/0, 4-14=0/293,4-15=-647/0,3-15=0/699,3-16=-1015/0,2-16=0/764,8-10=0/1215 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 ,,,t1111111/1�,, be attached to walls at their outer ends or restrained by other means. `�� S A I�� 4)CAUTION,Do not erect truss backwards. 1\S • 4 n, 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)927 lb down at 0-2-4 on top chord. ,%.••00.•G E N Cv,9•0 The design/selection of such connection device(s)is the responsibility of others. •�,1\`r•••N ' `SF••••1%�% 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). :3938 LOAD CASE(S) Standard * • 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 •r Uniform Loads(plf) = e:a �y� (r: Vert:9-18=-10,1-8-100 ,' ATE • ,, Concentrated Loads(Ib) 0 i��S'`S;�NT A,��,t•� II FL Cert. 6634 June 8,2015 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 Mllek connectors.Ibis design Is based only upon parameters shown,and is for an kndlvkfual building component. , Applicability of design parameters and proper incorporation of component Is respxxnstblity of buikfing designer-not truss designer.fircr..irrq shown is for lateral support of kidlvklual web members only. Additional temporary bracing to insure stability during construction Is the rosy nslt illity of the MiTek° erector. Acid IlIonal permanent bracing of the overall structure Is the responsibility 01 the building designer.for general guidance rdcpadkrg fabdcafon.quality control,storage.delivery,erection and bracing.consult ANSI/7P11 Quality Criteria,DSB-89 and BCSI Building Component I 6904 Parke East Blvd. Safety Information avrAclfle from Inns Plate Institute,781 N.Lee Street.Suite 312.Atexandrkt.VA 22314. I Tampa-FL 33610 I Job i Truss Truss Type !Oty Ply Randy Long Residence T7136560 J150205 F16 Floor I 1 Job Reference(optional) Manning Building Supplies, Jacksonville.FL 7.620 s Apr 30 2015 M7ek industries.Inc. Mon Jun 08 09:46:23 2015 Page 1 ID:JGbmzYZ_OvLSokCEb82D9QynzDO-H65MBW tFeW kMiBvQjnK4S4U4X0ylaK3HW ri4WGz8OhE 1-3-0 2.0.0 1-0-8 {0.3.01 Scale=1:14.6 1.5x4 I I 1.5x4 11 3x3= 1 3x6= 2 3x3= 3 4 5 1 MN IPA T 3xs= q v 1 93x3 B 7 3x3= 4 9 3x3= 3x3 I I 3x5= l 1-6-0 4-0-0 4.1.8 5-1-8 { 6-1-8 6f�r33 7-8-0 { 1-6-0 2-6-0 0.1.13 1-0-0 1-0-0 d-1- 1-5-0 Plate Offsets(X,Y)-- (6:0.2-0,Edge) LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.09 8-9 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.65 Vert(TL) -0.13 8-9 >659 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 6 n/a rVa BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 43 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) 10=404/0-3-8,6=392/0-5.8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-414/0,6-11=-443/0,5-11=-394/0,1-2=-353/0,2-3=-513/0,3-4=-513/0,4.5=-513/0 BOT CHORD 8-9=0/604,7-8=0/513 WEBS 4-7=-347/0,1-9=0/470,2-9=-349/0,5-7=0/672 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. ,,11111111111/iii,I ,,s•okPs A. q4 /e 39381 - * . • ' SATE • :11J ., •',,SSIONA 1��`,`` 111n FL Cert. 6634 June 8,2015 0 WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 6111.7473 rev.02/16/2015 BEFORE USE. Design vdki for use only with Mllek connectors.Ws design Is Lrosed only utx>n rxiometors shown,and Is for on IndhAdud[wilding component. Applk;abllty of design parameters and proper Incorporation of component is restxxalbllity of binding designer-nol truss designer.Bracing shown Is for lateral support of IndMdud web members only. Additional temporary bracing to Insure stability during constructbn is the responsibility of the MiTek" erector. Additional permanent bracing of the overall structure Is the responsibility of the bidding designer.tor general guidance regarding fabrication,quality conhol,storage.delivery.erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Bbd. Safety Information avalcble from Truss Plate institute,781 N.Lee Sheet,Sutie 312,Alexandrb.VA 22314. Tampa,FL 33610 Job ' Truss Truss Type Qty Ply Randy Long Residence 77136561 J150205 F17 Floor Girder 1 1 _ Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.620 s Apr 30 2015 Muck Industries.Inc. Mon Jun 08 09:46:23 2015 Page 1 ID:JQbmzYZ_QvLSokCEb82D9QynzDO-H65MBW IFeW kMiBVQjnK4S4U0y0wKalhHWri4WGz8OhE 1 1-3-0 2-0-0 l 1-0.8 P-3-01 Scale=1:14.6 THA422 1.5x4 I I 1.5x4 I'. 4x4= 1 3x6= 23x3= g 4 5 IL. p/r♦ o `1 , ♦ 3x6 3 • I� 93x4= B 7 4x4= 3x3= 3x3 II 3x5 1 1-6-0 4-0-0 4-1-p 5-1-8 1 6-1-8 6 3.p 7-8-0 I 1-6-0 2-6-0 0-1 1.0-0 1-0-0 01.1 1-5-0 Plate Offsets(X,Y)-- [5:0-1-8,Edgel,[6:0-2.0,Edge],(7:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.90 Vert(LL) -0.11 8-9 >772 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.81 Vert(TL) -0.19 8-9 >472 360 BCLL 0.0 Rep Stress lncr NO WB 0.28 Horz(TL) 0.01 6 rile n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:43 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) 10=617/0.3.8,6=510/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-637/0,6-11=-608/0,5-11=-541/0,1-2=-611/0,2-3=-746/0,3-4=-746/0,4-5=-746/0 BOT CHORD 8-9=0/1057,7-8=0/746 WEBS 4-7=-470/0,1-9=0/813,2-9=-621/0,2-8=-448/0,5-7=0/983 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 THA422(Single Chord Girder)or equivalent at 2-11-12 from the left end to connect truss(es)to front face of top 6)Fill all nail holes where hanger is in contact with lumber. ��``,,S,A.1 f��/� 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,,� P E g1,e,j',• LOAD CASE(S) Standard ,�;,r\�O'.• ........N`s ,.... „ . 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 (3938 Uniform Loads(plf) ' e ,, •. Vert:6-10=-10,1-5=-100 •• *; lior Concentrated Loads(Ib) • • • Vert:2=-331(F) .• • :Tr- ' ' — ATE • .• �� L i� �s OR1• /I %•� iii FL Cert. 6634 June 8,2015 Q WARNING-Verity design peram.ters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev.02/162016 BEFORE USE. Design valid for use only with Milek connectors.lhls design Is based only upon parameters shown,end is for an Individual bxirthtg compxonent. 11111 Applicability of design parameters and proper Incorporation of component Is respxxlsibillty of building designer•not truss designer.Bracing shown Is for lateral support of In dM dual web members orgy.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 buidkng designer.For general gukknnce regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 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.Atexandrku.VA 72314. Tampa.FL 33610 Job Truss rF�ype Qty Ply I Randy Long Residence T7136562 J150205 F18 Floor 1 1 Job Reference(optional) Manning Building Suppies, Jacksonville.FL 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:46.24 2015 Page 1 I D:JQbmzYZ_QvLSokCEb82 D9Qynz D0-Ilf kOs utPps DKK Uc H UsJ?H0H KQS0JpD RkVSeSjz8OhD I 1.1.0 I 13.0 316- 1 3x6= 2 Scale=1:9.6 i a R 1 3X3_ 5. 4 3 L) 3x3 11 3x3 11 I 1-4-0 , 2.10-0 I 1-4-0 1.6-0 --- -- ------ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.00 4 >999 480 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 lncr YES WB 0.00 ! Horz(TL) 0.00 3 n/a rVa BCDL 5.0 Code FBC2010/TPI2007 (Matrix) I Weight:20 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purtins, except BOT CHORD 2x4 SP No.2(fiat) end verticals. WEBS 2x4 SP No.2(ftat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=142/0-3-8,3=142/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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. `,`,�"PS 1 A111 A/, I 11 ''._O � � .. . —39381_ • • *• /• = :� �• • - ATE • •� . • ,n • c� O P �.�, �sO R 1. ��- ,• ■1, s�4NO- `ss�. 1111111 FL Cert. 6634 June 8,2015 1 • 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/1015 BEFORE USE. • Design valid for use only with Mtiok connectors.This design Is based only upon parameters shown.and Is for an kx9vkdual baking component. ' Appilcabilty of design pciamelers 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 dung construction is hie responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the txldltng designer.For general guidance regading j fatxlcalkn.quality control.storage,delivery.erection and tracing.consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate institute.781 N.Lee Street.Suite 312,Alexcrrirb,VA 22314. Tampa.FL 33610 1 Joh , Truss Truss Type Qty Ply klar Randy Long Resce 17136563 J150205 F19 Floor 2 1 Job Reference(optional) Manning Building Supplies.Jacksonville,FL,Cana 7.620 s Apr 30 2015 MRek Industries,Inc. Mon Jun 08 14:03:01 2015 Page 1 ID:JQbmzYZ_QvLSokC Eb82D9QynzDO-4ZIri9BI P7vsowwi_frBdyDbs2LNMOAkHThtMnzSKwe Scale=1:8.3 1 2 4x7= 3 1.5x4 I I 4 1.5x4 I 5 3x3= • • • - • • 11 - \ \' , • 0 I • • .1 • 3x3 II 4x4= 3x3= 10 9 8 7 6 3x5= Plate Offsets(X,Y)-- 16:0-2-0,Edpe1.18:0-1-8,Edgel -- LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Verl(LL) -0.01 8 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.38 Vert(TL) -0.01 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:27 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Sheathed or 4-4-8 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2(flat) REACTIONS. (lb/size) 10=233/Mechanical,6=215/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-8=0/404,2-9=-382/0 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. `,`tto1 lllll////,, ■.•S B`P'S A A4 roe . B I. 39381 •lam C1r `¢ • 1. , 'TE 0 . LU : O.• . � * • P � c<• 40R �\ • � I FL Cert. 6634 June 8,2015 0 WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/1612015 BEFORE USE. Design valid for use only with MITek connectors.this design is based only upon parameters 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 support of kxllvldual web members only. AddMonal temporary bracing to Insure stability doing construction is the resproruitility of the 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 arid bracing.consult ANSI/TPI1 Quality Criteria.DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Pate Institute.781 N.Lee Street.Suite 312,Alex<ndrka.VA 22314. Tampa,FL 33610 Job r (Hiss truss Type Oty Ply l Randy Long Residence T7136564 J150205 ;F20 Floor 1 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.620 s Apr 30 2015 MTek Industries,Inc. Mon Jun 08 08:46:25 2015 Page 1 ID:JQbmzYZ_QvlSokCEb82D9OynzDO-DVD7cCuVA7_4xU3orCNYXVZONgcy2Deaz9BB?9z8OhC I 1-3-0 I 1-4-0 l 2-0-0 I 0.70.8 I P-31 Scale=1:16.7 3x3= 3x3= 1.5x4 I 4x4= 1 = 2 3 4 5 I1,.SO n MOM�9 8 ? *2 3x3= 3x3= 1.5x4 I I 3 x 3 1 1 3x5= I 1-6-0 I 4-0-0 5.5.8 I 6-5-8 1 7-5-8 7/71T1 8.10-0 I 0 1-6-0 2-6-0 1-5-8 1-0-0 1-0-0 0-14 1-3-0 Plate Offsets(X,Y)—_15:0-1.8,Edgel,16:0-2-0 Edge),(7:0-1-8,Edge]___ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.13 8-9 >787 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.20 8-9 >514 360 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.01 6 n/a rUa BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:49 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.10(flat) end verticals. WEBS 2x4 SP No-2(ffat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=469/0-3-8,6=456/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-11=-457/0,6-12=-588/0,5-12=-523/0,1-2=-411/0,2-3=-797/0,3-4=-621/0,4-5=-621/0 BOT CHORD 9-10=0/786,8-9=0/621,7-8=0/621 WEBS 3-8=-262/0,4-7=-381/0,1-10=0/548,2-10=-521/0,5-7=0/879 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. `,`•O0Pg A. •. 4e/. • 39381_ ATE • `: 4/ :O • ////SS�4NA1-��.�%% FL Cert. 6634 June 8,2015 4 1 Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1.7473 rev.0206/2015 BEFORE USE. Design valid for use only with Mftek connectors.This design Is based only upon Ixxaneters shown,and B di for an individual bidding component. , Applicability of design parameters and proper incorporation of component is responsibility Aity of building designer-not truss designer.Bracing shown � Is for lateral support of Individual web members only. Additional lemrxxay bracing to insure Mobility during construction 1s the responsibility of the Ml lei' erector. Additional permanent bracing of the overall structure Is the responsibNity of the bulking designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/TPIt Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information krvalkble from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandrka.VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty Ply 1Randy Long Residence T7136565 J150205 F21 Floor 4 1 1Job Reference(optional) Manning miming Supplies.Jacksonville.FL.Caner 7.620 s Apr 30 2015 MiTek Industries,Inc. Mon Jun 08 14:03:13 2015 Page 1 ID:JObmzYZ_QvLSokCEb82D9QynzDO-ks1ODGKHapQ9Emr0hB3?6UjUwuHWAnGV1LbWn5z8KwS Scale=1:15.8 3x3= 3x3= 1.5x4 II 4x4= 1 3x6— 2 3 4 5 . . i /— --/ •- 12 3x6= o v 11 10 9 8 7 4x4= 3 x 3= 3x3= 1.5x4 I I 3x3 11 3x5= Plate Offsets(XY)--__ [5:0_1-8,Edge),16:0-2-0,Edgel,17:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) -0.13 8-9 >786 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 1.00 Vert(TL) -0.19 8-9 >513 360 BCLL 0.0 1 Rep Stress Incr YES WB 0.23 Horz(TL) 0.01 6 n/a rig BCDL 5.0 Code FBC2010ITPI2007 (Matrix) Weight:48 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.2(flat) 1-4-12 oc bracing:7-8. REACTIONS. (lb/size) 11=453/Mechanical,6=440/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-11=-443/0,6-12=-545/0,5-12=-485/0,1-2=-393/0,2-3=-739/0,3-4=-585/0,4-5=-585/0 BOT CHORD 9-10=0/744,8-9=0/585,7-8=0/585 WEBS 4-7=-394/0,1-10=0/523,2-10.488/0,5-7=0/830 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. ```111111111/111,'' •-..i.....:.•..••:.4 0'.,.0.\. B `..`N- ..\GENs'. :9 '. ‘ . r :• .' _ 3- 31 •.tip °,� . ' ~ ATE • 4/" ∎ c<. �4OR ,Q '. s %- iiiIIIIIMOtt- FL Cert. 6634 June 8,2015 r r Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2016 BEFORE USE mill• Design valid for use oNy with Wok connectors.Ills design Is based only upon parameters shown,and Is for an individual building component. Applicability of design parameters and proper incorporation of component Is rosixxslt Allty 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. Addltkrsal permanent bracing of the overall structure Is the responsibility of the building designer.kx general guidance regarding fabrication.quality control-storage,delivery,erection and bracing.consult ANSI/TPit QualIty Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Solely Information avalabie from Truss Plate institute..781 N.Lee Street.Suite 312-Alexan drka.VA 22314. Tampa.FL 33610 -- 1 Job Truss Tuss Type Qty Ply Randy Long Residence T7136566 J150205 F22 Floor Girder 1 1 Job Reference(optional) Manning Building Supplies.Jacksonville,FL,Caner 7.620 s Apr 30 2015 MTek Industries,Inc. Mon Jun 08 14:03:21 2015 Page 1 ID:JQbmzYZ_OvLSokCEb82D9QynzDO-VPWPv?RIhGQIC?SY9sCtRA2vK6972QCgtaXx3dz8KwK Scale=1:9.9 THA422 3x6= 1 3x6= 10 2 1.5x4 II 3 3x3= 11 4 1 ■ 1.5x4 i 3x3= 9 8 7 6 ho+ 3x3= 3x3 ' 3x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.69 Vert(LL) -0.02 6-7 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.44 Vert(TL) -0.03 6-7 >999 360 BCLL 0.0 Rep Stress Inv NO WB 0.17 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:33 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1 D(flat) TOP CHORD Sheathed or 5-3-4 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2(flat) REACTIONS. (lb/size) 9=431/Mechanical,5=410/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9.451/0,4-5=-412/0,1-10=-470/0,2-10=-470/0,2-3=-470/0,3-11=-278/0,4-11=-278/0 BOT CHORD 7.8=0/470,6-7=0/470 WEBS 4-6=0/370,1-8=0/615,3-6=-262/0,2-8=-261/0 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)Use Simpson Strong-Tie THA422(Single Chord Girder)or equivalent at 1-0-0 from the left end to connect truss(es)to front face of top chord. 6)Fill all nail holes where hanger is In contact with lumber. `I01111111/f�� 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)123 lb down at 1-10-4,and 203 ,�‘ S A. ,,'�� lb down at 3-10-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. N‘ -A P A• ( ) p applied (F) ( ) `, �'\CENS;. B,9'' 8)In the LOAD CASE(S)section,loads a lied to the face of the truss are noted as front F or back B. �� AA-- • LOAD CASE(S) Standard 39381 • 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Vert: (p=) Vert:5-9=-10,1-4=-100 Concentrated Loads(Ib) •aA _�r. •:CC%Vert:2=123(8)10=•42(F)11=-123(6) i ATE • z•� T�S;•� O R `?P % FL Cert. 6634 June 8,2015 I V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 my.02116/2016 BEFORE USE. Design volki for use only with Weir connectors.This design is based only upon parameters shown.and Is for an ixdvidual 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 al web members only. Additional temporary tracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing 01 the overall stnact ro Is the responsibility of the bulling designer.For general guidance regarding faidcatlon.quality control,storage.delivery.erection and tracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information avaiable from Truss Rate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 223t4. Tanga,FL 33610 Job r truss Truss Type .Oty Ply Randy Long Residence T7136567' J150205 F23 Floor Girder 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.620 s Apr 30 2015 Mask Industries.Inc. Mon Jun 08 09:46:26 2015 Page 1 ID:JObmzYZ_OvLSokCEb82D9OynzDO•hhnVpYv7xR6xZee_Ovun4i6YOExHnetjCpxlXbzBOhB I 1-3-0 1 t-6-0 I OF,8 Scale:3/4"=1' THA422 THA422 4x7= 3x3= 1.5x4 I I THA422 4x4= 1 13 2 3THA422 43x3= 14 5 w.a �� . _ ww■MMEll Rang rI d' 1 I= 1.5x4— Q miiiiihn.. - 144.1.0 10 9 8 1 75x5= 5x5= 1.5x4 I 3x3 I 3x3= 1-6-0 I 7-0-0 I 8-6-0 1-6-0 5-6-0 1.6.0 Plate Offsets(X,Y)-- 11:Edge,0-1-81,[5:0-1-8,Edgel,112:0-1-8,0-0-12] LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lord) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) -0.06 7-8 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(TL) -0.10 7-8 >965 360 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:47 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1D(ftat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 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. REACTIONS. (lb/size) 11=1273/0-10-0,6=1039/0-3-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-11=-1260/0,6-12=-1040/0,5-12=-1039/0,1-13=-1003/0,2-13=-1003/0,2-3=-1984/0,3-4=-1984/0,4-14=-1000/0, 5-14=-1000/0 BOT CHORD 9-10=0/1984,8-9=0/1984,7-8=0/1857 WEBS 5-7=0/1286,1-10=0/1336,4-7.1193/0,2-10=-1333/0,4.8=0/284 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 THA422(Single Chord Girder)or equivalent spaced at 2-0-0 oc max.starting at 0-6-8 from the left end to 6-6-8 `,,,I i u l n n,,,�, to connect truss(es)to back face of top chord. ,�‘ rJ A. .�,� 6)Fill all nail holes where hanger is in contact with lumber. s V\ ........q4e ,_ 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). `. Q),_0._. N S e LOAD CASE(S) Standard A. .• • .' , In 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 • 3938• •�. Uniform Loads(pit) •• * Vert:6-11=-10,1-5=-100 _ ' Concentrated Loads(Ib) : , . � :f� Vert:2=-353(B)3=-353(B)13=-353(B)14=-363(B) ,ice A:v- .. E • LU, i i��S�O• A`��`‘• FL Cert. 6634 June 8,2015 0 WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02116/2015 BEFORE USE. lin. Design valid for use only with Mffek connectors.TNs design is based only upon parameters shown,and Is for an Indvidual bolding component. Applicability of design parameters and proper Incopoallon of component Is resporubYlty of building designer-non taus designer.Bracing shown Is for lateral support of Indtvkdual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the M�Tek erector. Additional permanent bracing of the overall structure Is the responsibility of the txdldlnf designer.For general guidance regard•rg fabrication.quality control,storage.delivery-erection and bracing,consult ANSI/TPII Quality Criteria,DS8.89 and BCSI Building Component � 6904 Parke East Blvd. Safety Information available from Truss Plate institute.781 N.Lee Street,Suite 317.Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Randy Long Residence r 77136568 J150205 J01 Corner Jack 6 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:4627 2015 Page 1 ID:JObmzYZ_QvLSokCEb82D9QynzDO.9tLt 1 uwmikEoBoCBycPOdwetkeTCW A?tQTg132z8OhA -1-4-0 f 1-0'0 1-4-0 1-0-0 ', Scale=1:7.4 3 5.00 I 12 2 li N 6 1 _________ A1 : ■■ 4 ■Td 2x4= I 1-0-0 1-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lord) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 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 Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:5 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=-2/Mechanical,2=164/0-3-8,4=-14/Mechanical Max Horz2=53(LC 12) Refer to MiTek"TOE-NAIL"Detail for connection to Max Uplift3=-3(LC 9),2=-137(LC 12),4=-14(LC 1) supporting carrier truss(typ all applicable jacks on this job) Max Grav3=11(LC 12),2=164(LC 1),4=26(LC 12) FORCES. (Ib)-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=101mph;TCDL=4.2psf;BCDL=3.Opsi;h=25ft;B=45f1;L=241h eave=4th Cat.II; Exp C;End.,GCpl=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.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. ,,W1111111/4 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3 lb uplift at joint 3,137 lb uplift at joint 2 `�� r' A, ie,� and 14 lb uplift at joint 4. .,• 0r'.... :9(e e. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �%% C E N :�'.`�'•'\'\ __. -i • 39381__ • ' <(/S O• - ATE • : 4C/ 4\ T P r 4 --„,c<:6,6%.4 �or, ONA; s, FL Cert. 6634 June 8,2015 Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. MN Design valid for use only with Milek connectors.this design Is based only upon parameters shown.and Is for on individual baling component. Applicability of design parameters and proper Incorporation of component is responsibility or building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. AddltIonoi temporary bracing to!nitre stability during construction Is the responsibility of the erector. Adc:tlonal permanent bracing of the overall structure Is the responsibility of the bolding designer.for general guidance regarding MiTek' fabrication quality control,storage,deltvery,erection and bracing,consult ANSI/TP11 Quality Criteria,058-89 and BCSI Building Component 6904 Parke East Bbd. Safety Information available from Taus Rate institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job ?Truss Truss Type Qty Ply I Randy Long Residence J150205 .102 Corner Jack 6 1 77136569 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.620 s Apr 30 2015 Mi Tek Industries.Inc. Mon Jun 08 09:46:27 2015 Page 1 ID:JQbmzYZ_QVLSokCEb82D9QynZDO-9ILt 1 uwmikEoBoCBycPOdwetkeSZW A?tQTg132z8OhA -1-4-0 I 3-0-0 1-4-0 3-0-0 Scale=1:11.7 3 IT I (� 5.00 12 a N 4 N 9 2 `, `1 1 =' 4 2x4= I 3-0-0 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Well L/d I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:12 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3=62/Mechanical,2=201/0-3-8,4=29/Mechanical Max Horz 2=86(LC 12) Max Uplift3=-40(LC 12),2=-119(LC 12) Max Grav3=62(LC 1),2=201(LC 1),4=51(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=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft L=24ft eave=4th Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-11 to 1-7-5,Interior(1)1-7-5 to 2-11-4 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 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. 1/11111/ 4)Refer to girder(s)for truss to truss connections. ��t,-IAtPS A A /, 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 40 lb uplift at joint 3 and 119 lb uplift at joint `mss■,., ••........ Ce .,', 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ��,`�.. V - r.••1, .• . 3938! - "- : -`ATE • • 4/ ��eSS�ONAi-�?�%■.• 11111111tt FL Cert. 6634 June 8,2015 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1.7473 rev.02/16/2015 BEFORE USE. Ig. Design valid for use only with Mitek connectors.thIs design Is based only upon{xtrarnvtors shown,and Is for an individual building component. ApplIcablity of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracktg shown Is for lateral support of individual web members only. Additkxxal temporary bracing to insure stability during construction Is the responsibility of the erector. Atldtlonal permanent bracing 01 the overall structure Is the responsibility of the bulking designer.for general guidance regarding MiTek' labitcatkxl,quality control.storage,delivery.erection and bracing.consult ANSI/1PI I 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 I:Truss Truss T ype 'Qty Ply - Randy Long Residence J150205 J03 Jack-Open 3 1 T7136570 Job Reference(optional) Manning Building Supplies, Jacksonville.FL 7.620 s Apr 30 2015 Mn7ek Industries.Inc. Mon Jun 08 09:46:28 2015 Page 1 I D:JGbmzYZ_OvLSokCEb82D9QynzDO-d4VFEExOT2MIpynN W KwF97B?I1 m6FdF0f7QrbUz8Oh9 -1.4-0 I 5-0-0 1-4-0 5.0.0 Scale=1:15.8 3 I J 5.00 N • 9 N N N N 8 2 t 4 2x4= I 5-0-0 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.04 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.07 4-7 >852 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 F (Matrix-M) Weight:18 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=115/Mechanical,2=268/0-3-8,4=57/Mechanical Max Horz2=120(LC 12) Max Uplift3=-77(LC 12),2=-i 31(LC 12) Max Grav3=115(LC 1),2=268(LC 1),4=89(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=251t;B=45ft;L=24ft eave=4ft;Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-11 to 1-7-5,Interior(1)1-7-5 to 4-11-4 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 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. 1111111Ii 4)Refer to girder(s)for truss to truss connections. ``‘%-IAIPS A q�I,�, 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 77 lb uplift at joint 3 and 131 lb uplift at joint `A \V' ••.... ., 2. ��".r0•.'\" ENS'••B-" °ii 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. • ' '% 6' '....1% � 39381_. ▪ .▪ .11*-_____ ▪ ' :EA.`��‘':: `7- ts FL Cert. 6634 June 8,2015 1 Q WARNING..Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/201S BEFORE USE. I Design volki for use only with Mitek connectors.Ns design Is used only upon parameters shown.annd Is ter an Individual filding component. Apllk:abllty of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown NT j Is for lateral support of Individual web members only. Additional temporary bracing to Insure sklMlty during construction Is the responsibility of the erector. Additional permanent tracing of the overall stricture Is the responsibility 01 the bullring designer.fa 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 a va lcble from Truss Plate Institute,781 N.Lee Sleet,Suite 312-Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type City Ply Randy Long Residence T7136571 J150205 J04 Diagonal Hip Girder 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville.FL 7.620 s Apr 30 2015 MiTek Industries.Inc Mon Jun 08 09:46:29 2015 Page 1 I D:JObmzYZ_OVLSokCEb82D9OynzD0-SGSdSayODMU W 06MZ41 RUILkBBR41_4ZAun9P8wz8Oh8 I -1-10-10 I 3-6-11 7-0-2 1-10-10 3-6-11 3-5-7 Scale=1:17.1 a /0 ill NAILED 3,54 FIT NAILED 1.5x4 11 3 I NAILED NAILED iftiff 10 ' ! 2 • c 1 I I I ii OM 12 13 6 5 InNAILED NAILED 3x4= NAILED NAILED 3x4= I 7-0-2 I 7-0-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 , TC 0.28 Vert(LL) -0.05 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 i BC 0.36 Vert(TL) -0.12 6-9 >693 180 BCLL 0.0 • Rep Stress Incr NO WB 0.06 Horz(TL) 0.01 2 n/a ri/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:30 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 be installed during truss erection,in accordance with Stabilizer Installation guide______ REACTIONS. (lb/size) 4=81/Mechanical,2=293/0-4-9,5=127/Mechanical Max Horz2=119(LC 8) Max Uplift4=-62(LC 8),2=-135(LC 8),5=-20(LC 5) Max Grav4=95(LC 17),2=293(LC 1),5=135(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-10=-341/143 WEBS 3.6=-259/119 NOTES- 1)Wind:ASCE 7-10;VuIt=l30mph(3-second gust)Vasd=101 mph;TCDL=4.2psh BCDL=3.Opsf;h=25th B=45ft;1=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever lett 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 111111111//i� fit between the bottom chord and any other members. ``�‘‘ PS A q 1111\qv 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 62 lb uplift at joint 4,135 lb uplift at joint 2 ,�• ••••�C•E Aid Ce,TA,"� and 20 Ib uplift at joint 5. •A. •• . k`••. 4, 0 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. : i .. r ''s. 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. * 393::-..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 7::::... 4.1� �r� 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 4, • ATE Uniform Loads(pit)Vert: 1-4=-54,5.7=-20 .',c'' AC` Q` •4 Concentrated Loads(Ib) i��••. R \ , \,�� Vert:10=38(F=19,B=19)11=28(F=14,B=14)12=52(F=26,B=26)13=-1(F=-0,B=-0) '��` t9./.* N. .0% s•N FL Cert. 6634 June 8,2015 4 / 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO•7473 rev.02116/2016 BEFORE USE. ' Design valid for use only with Wick connectors.This design Is hosed only upon Lxzumeters shown,and is for on Individual txidng component. Applicability of design pczameters and proper incorporation of component is responsibility of balding designer-not truss designer.&Ming shown is for lateral supix rt of Indivklual web members only. Additional temporary bracing to inane stability during construction Is the responsibility of the erector. Additional permanent tracing of the overall structure Is the responsibility of the biding designer.For general guidance regarding MiTek' fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality CrIterla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Skeet,Suite 312.Alexandria VA 22314. Tampa.FL 33610 Job Truss ;Truss Type Qty Ply Randy Long Residence i T7136572 J150205 J05 Corner Jack 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville.FL 7.620 5 Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:4629 2015 Page 1 ID:JQbmzYZ_QVLSokCEb82D9QynzD0-5GSdSayODMUWQ6MZ41RUiLkA1R6L_4VAun9P8wz8Oh8 -1-4-0 5-0-0 { 1-4-0 { 5-0-0 Scale=1:15.8 3 fi 5.00 rii. or 9 N N N N 8 2 1 4 2x4= I 5-0-0 I 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid 1 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.04 4-7 >999 240 I MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.07 4-7 >852 180 BCLL 0.0 ` Rep Stress!nor YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:18 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer I Installation guide. REACTIONS. (lb/size) 3=115/Mechanical,2=268/0-3-8,4=57/Mechanical Max Horz2=120(LC 12) Max Uplift3_77(LC 12),2=-131(LC 12) Max Grav3=115(LC 1),2=268(LC 1),4=89(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=101mph;TCDL=4.2psh BCDL=3.Opsf;h=25it;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-11 to 1-7-5,Interior(1)1-7-5 to 4-11-4 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 fit between the bottom chord and any other members. ri1*11111, 4)Refer to girder(s)for truss to truss connections. ��,`,`PS A .4,I��. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 77 lb uplift at joint 3 and 131 lb uplift at joint `, 1�"...... . /, 2. �._0 . CEN 6 ., 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. %. A. ..•\.� S'�•. 7,• * . . • 3938 e_ • '( • ; , : <C/ .,��' .� 0RI0• •r\,�.• II �t'4/O N A� ?%%�, FL Cert. 6634 June 8,2015 l Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2016 BEFORE USE. lilt Design valid for use only with Mltek connectors.INs design Is based only upon parameters shown,and Is for an Individual building component.of design parameters and proper Incorporation of component Is responsibility of building �7 poneho palm esporWbl y ding<ieslgrx+r not truss designer.Bracing shown Is for lateral support of IndMdual web members only.Additional temporary bracing to insure stabllty during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the bwlding designer.for general guidance regarding MiTek' fatrlcatkrr,quality control,storage,delivery,erection and bracing.consult ANSIRP11 Quality Crlteda,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from if Ms Plate institute./81 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss (Truss Type Qty Ply Randy Long Residence T7136573 J150205 J06 I Jack-Open 5 1 IJob Reference(optional) Manning Building Supplies, Jacksonville.FL 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:46:30 2015 Page 1 ID:JQbmzYZ_OvLSokCEb82D9QynzDO-aSOOtvye fcN2FxmdtyjEYGGBrNVjX1J7RvygNz80h7 I -1-4-0 1 7-0-0 —-j 1-4-0 7-0-0 Scale=1:20.3 3 isiiiiiiiiiilliAl 5.00 IV or 9 '9 4 cA 8 2 N '�li 3x4= 4 7-0-0 7-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.12 4-7 >669 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.28 4-7 >297 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:24 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer Installation guide. J REACTIONS. (lb/size) 3=166/Mechanical,2=339/0-3-8,4=83/Mechanical Max Horz2=154(LC 12) Max Uplift3=-113(LC 12),2=147(LC 12) Max Grav3=166(LC 1),2=339(LC 1),4=126(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-8=-293/125 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)and C-C Exterior(2)-1.4-11 to 1-7-5,Interior(1)1-7-5 to 6-11-4 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 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 11‘11111111�/�, fit between the bottom chord and any other members. `��• p,S A A tie 4)Refer to girder(s)for truss to truss connections. •• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 113 lb uplift at joint 3 and 147 lb uplift at ,�h,s%,.,0-,,,k-)...\G E N S`e-T,♦0♦ joint 2. � •• �' •• 7, 0, 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. . • 39381 /• - •.4...„.411111101r :rir X ATE • • 4/ " C •♦ SS♦ E_. .•♦ �ONAL' r/rllllll FL Cert. 6634 June 8,2015 1 0 WARNING-Verify design param.A.s and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02/16/2015 BEFORE USE. mit Design valid for use only with MRek connectors.Ibis design Is based only upon fxxarnetors shown,and Is for an hdviduxtl building component. Applicability of design parameters and proper incorporation of component Is responsibility of brildhg designer-not Miss designer.Barcing shown Is for lateral support of Individual web members only. Additional temporary bracing to kmxe stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the hulking designer.for general guidance regarding MiTek. fabrication qualify control-storage,delivery,erection and Ixackng.consult ANSI/WPI1 Quality Criteria.DSB-89 and BCSI Building Component I 6904 Parke East Blvd. Safety Information avalable from Inns Plate Institute,181 N.Lee Street.Suite 312,Alexaxrlrka,VA 22314. Tampa-FL 33610 Job I fruss truss Type Qty 1 Ply 1 Randy Long Residence 77136574 J150205 J07 Diagonal HP Girder 1 1 Job Reference(optional) Manning Building Supplies. JacksonviNe.FL 7520 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:46:31 2015 Page 1 ID:JQbmzYZ_QvLSokCEb82D9QynzDO-2faOsFzGlzkEgPWyBSUynmpSYFgvSwgTL5eWCpz8Oh6 i -1-10-10 I 4-11-10 9-10-1 1-10-10 4-11-10 4-10-6 Scale=1:22.1 4 - A NAILED i NAILED 3.54 12 12 NAILED 1.5x4 NAILED 3 11 NAILED NAILED 10 rs 001111111111111111111°111 ! c 1 1 11 1 ;",_' 14 15 216 F. NAILED NAILED 3x6% 5 NAILED NAILED NAILED 3x4= 9-10-1 I 9-10-1 Plate Offsets(X,Y)-- 12:0.0-7,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.25 6-9 >461 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.63 6-9 >186 180 BCLL 0.0 • Rep Stress lncr NO WB 0.27 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) , Weight:40 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.1 D 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 I be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=138/Mechanical,2=421/0-4-9,5=286/Mechanical Max Horz2=153(LC 8) Max Uplift4=-106(LC 8),2=-171(LC 8),5=-59(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=-592/297,10-11=-551/290,3-11=-558/263 BOT CHORD 2-13=-296/567,13-14=-296/567,14-15=-296/567,6-15=-296/567 WEBS 3-6=-596/311 NOTES- 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=251t;B=45th L=2411;eave=411;Cat.II; Exp C;End.,GCpi=0.18;MW FRS(directional);cantilever lett 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. ,,�►I III I I I/,1 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 P`S A. 4 •i∎� fit between the bottom chord and any other members. �� •...... . �e �j� 4)Refer to girder(s)for truss to truss connections. %.%_x0,••x C E N S••, -9 ,, 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 106 lb uplift at joint 4,171 lb uplift at joint 2 .7,<c-.* �. F •••l • and 59 lb uplift at joint 5. ... :• • 39381_ 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. *; Iiireill11 .40M.... 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). - w LOAD CASE(S) Standard a :(CC 1(/ SATE • Z. 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 0••• !(� Uniform Loads(plf) I� T.•.1(s/ O 1 O P••��,•� Vert:1-4=-54,5-7=-20 0 i�Fs ... ...R �? �. Concentrated Vert:10= (lb) B=19)11=28(F=14,B=14)12=-77(F=-39,B=-39)13=52(F=26,B=26)14=-1(F=-0,B=-0)15=-58(F=-29, ,�,/IS�O N A';,,`SS,` B=-29) II FL Cert. 6634 June 8,2015 1 Q WARNING-Verify design oarsman's and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2016 BEFORE USE. Mi. Design valid for use only with Meek connectors.this design Is based only upon parameters shown.and is for an individual boding 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 IrxANdud web members only. Additional temporary bracing to hire stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the bolding designer.For general guidance regarding MiTek" iabrlcalkxn,quality control,storage,delivery.erection and bracing.consult ANSI/TPI1 Quality Criteria.DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely information avalable from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa.FL 33610 j Job , truss truss Type Qty Ply I Randy Long Residence 17136575 J150205 J08 Corner Jack 4 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.620 s Apr 30 2015 MTek Industries,Inc. Mon Jun 08 09:46:31 2015 Page 1 ID:JQbmzYZ_QvLSokCEb82D9QynzD0-2faOsFzGlzkEgP W yBSUynmpbsFraS_?TL5eW Cpz80h6 I 1-0-0 - 1.0-0 5.00 12 Scale=1:7.4 2 'X , d011P: 1 N " , 1�QQ d A IIIIMI � d '/ 3 ■11 2x4= 1 1-0.0 1-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 6 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:3 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=37/0-3-8,2=23/Mechanical,3=14/Mechanical Max Horz 1=17(LC 12) Max Uplift1=-7(LC 12),2.16(LC 12),3=-4(LC 12) Max Grav1=37(LC 1),2=23(LC 1),3=17(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=4.2psh BCDL=3.Opsf;h=251t;B=4511 L=24th eave=4lt;Cat.II; Exp C;Encl.,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.Ops1 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. 01111111/it /it 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 7 lb uplift at joint 1,16 lb uplift at joint 2 and �0% 11.,S A. q 4 1. 4 lb uplift at joint 3. ♦0 0 •......•.. 4...i., , 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ♦%%, O•••x G E N s v-9• 3938•_ • '� ATE • IQ X* '•_ � ,. ♦♦ -0, cc" •., OR1O �` eS 1-.� i,,7O N A `x%, ; FL Cert. 6634 June 8,2015 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.07/1612016 BEFORE USE. Design valid for use only with MRek connectors.this design Is based only upon parameters shown.and Is lot an Individual build rag component. „ Applicability of design paameters and proper Incorporation of component Is responsibility 01 buildksg designer.not truss designer.Bracing shown Is for lateral sn4lpoit of individual web members only. Additional temporal),bracing to insure stability during construction Is the responsibility of the MiTek" erector. Additional permanent bracing 01 the overall structure Is the responnhlllty or the tx4d general designer.For geral guidance regarding fabrication.quality control.storage.delivery,erection and bracing,consult ANSI/Wit Quality Criteria,OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information avalctle from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexaxlrka,VA 22314. Tangs.FL 33610 Job Truss Truss Type Qty Ply ;Randy Long Residence 77136576, iJ150205 J09 Corner Jack 2 l 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.620 a Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:46:32 2015 Page 1 I D:JQbmzYZ_QvLSokCEbB2D9QynzDO-W r8m4b_uW Ht4HZ581A?CKzMIrfAKBRFCa1O3IFz8Oh5 I 3-0-0 _- 3-0-0 Scale=1:11.7 2 y - 5.00 Fri 1111 1, N V) — V 1 oi ; P --■millill11=11 rAJ u 3 2x4= I 3-0-0 I 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.01 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.01 3-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:9 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing � be installed during truss erection,in accordance with Stabilizer ,Installation guide. REACTIONS. (lb/size) 1=109/0-3-8,2=71/Mechanical,3=38/Mechanical Max Horz 1=50(LC 12) Max Uplift1=-26(LC 12),2=-49(LC 12),3=-4(LC 12) Max Grav1=109(LC 1),2=71(LC 1),3=53(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=4.2ps1;BCDL=3.Opsl;h=2511;B=45ft;L=24f1;eave=oft;Cat.II; Exp C;Encl.,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.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. `�r,11111/II/III 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 26 lb uplift at joint 1,49 lb uplift at joint 2 ``�•-APS A q /1 and 4 lb uplift at joint 3. %• \V` , .• • �j 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. • ,O•.•'\G E N d'..`71 A'�ice■ • 39381 � ..- • fir s • SATE • • �C/� .mil,' •, •.` 0 R ,O. •r\.�� FL Cert. 6634 June 8,2015 1 f Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE Mfl•74T3 rev.rYl/iN20f5 BEFORE USE. Design valid for use only with MIlek connectors.Ibis design Is based only upon parameters 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.&acing shown NI Is for lateral support of Ir dMdu al web members only. Additional temporary bracksg to insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the balding designer.For general guldarlce regarding fabrication.quality control,storage,delivery,erection and laming,consult ANSI/TPit Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Irstttute.781 N.Lee Skeet.Suite 31Z Alezarxdria.VA 22314. Tampa.FL 33610 1 Job s (Truss Truss ype • Randy Long Residence T7136577 J150205 J10 Corner Jack 2 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:46:32 2015 Page 1 ID:JQbmzYZ_QvLSokCEb82D9QynzDO-W r8m4b_uW Ht4HZ581A?CKzMh5f7kBRFCaIO31Fz8Oh5 I 5-0-0 I 5-0-0 Scale=1:15.8 5.00 12 2 ` I ri 8 N • K, N N N 7 1 FA 3 2x4= I 5-0-0 I 5-00 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.04 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.07 3-6 >792 180 BCLL 0.0 • Rep Stress!nor YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:16 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=183/0-3.8,2=120/Mechanical,3=63/Mechanical Max Horz 1=84(LC 12) Max Upliftl=-45(LC 12),2=-83(LC 12),3=-4(LC 12) Max Grav1=183(LC 1),2=120(LC 1),3=90(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=3.0psf;h=2511 B=45ft;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 4-11-4 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 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. ,`�r,1t%I I I I Igj 4)Refer to girder(s)for truss to truss connections. �� S A. /� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 45 lb uplift at joint 1,83 lb uplift at joint 2 ,‘N �P'•.... . ' and 4 lb uplift at joint 3. `�•�2.••�cENS'• -9 ,i• 6)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. :,r\ .' V __ks .• 1, _!,^ 3938! : s SATE • :;C/ % 7i;SS�0N A`i1'�``% FL Cert. 6634 June 8,2015 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.02/I6/2015 BEFORE USE. • (Design valid for use only with Mlle*connectors.Ills design Is based only upon Ixiarneters shown,and Is for an Individual building component. lilt Applicability of design paameters and proper Incorporation of component Is resporstility of building designer•not truss designer.Bracing shown Is for lateral s appal of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Addsonal permanent bracing of the overall structure Is the responsibility o1 the building designer.For general guidance regarding MI RO(' 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 truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 I Job , truss 'Truss Type (qty Ply Randy Long Residence T7136578 J150205 J11 Jack•Open 3 1 Job Reference(optional) Manning Building Supplies, Jacksonville.FL 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:46:33 2015 Page 1 I D:JQbrnzYZ_QvLSokCEb82D9QyrnzDO-_1 i8Hx?W Ha?xvjgLJtW RsBugG2RtwuUlpP7cHhz8Oh4 5-8-8 { 5-8-8 Scale=1:18.7 2 �� 5.00 � Ft i- 8 8 v N N 7 N 1 C ' I� 3 2x5= I 5-8-8 l 5-8-8 Plate Offsets my)-_- 11:0-0-0,0-0-0] LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (roc) I/defl lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.07 3-6 >979 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.13 3-6 >532 180 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:18 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. (MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer Installationguide. REACTIONS. (lb/size) 1=209/0-3-8,2=138/Mechanical,3=71/Mechanical Max Horz 1=96(LC 12) Max Upliftl=-52(LC 12),2=-95(LC 12),3=-4(LC 12) Max Grav1=209(LC 1),2=138(LC 1),3=103(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=3.0psf;h=251t;B=45ft;L=24ft;eave=4th Cat.II; Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3.0-0 to 5-7-12 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. 3)fit This truss between the bottom chord and r a live load d of members.20. psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ``,,`,t�`P01111111/ CJt IIAI l f/q�',,, 4)Refer to girder(s)for truss to truss connections. �• \ter` •.••••••. 4e , 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 lb uplift at joint 1,95 lb uplift at joint 2 ; �O•.• �G E ry, •. -T 'i and 4 lb uplift at joint 3. . •I. • 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 3938 • -• I HO! Nr Z ' ATE • ($V • ••,_ � • '.. cC\ % OR \0C\ /'°1i, O N A . S , �c FL Cert. 6634 June 8,2015 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE M/F7473 rev.02/16r1015 BEFORE USE. MI Design valid for use only with Mlrek connectors.This design is based only upon parameters shown.and Is for on individual bullring component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Frac:ing shown ! Is for lateral support of indNI dual web members only. Addnbnal temporary bracing to Insure stability during construction Is tlx:responsibility oI the MI IBk" erector. Additional permanent bracing of the overall structue Is the responsibility of the larding designer.for general guidance reji re8rsq lubrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Padre East Bbd. Safely Information avaloble from Truss Plate IstItu te.78l N.Lee Street.Suite 312.Alexorr drk,.VA 22314. Tampa,FL 33610 Job , Truss Truss Type 'Qty Ply Randy Long Residence ' T7136579 J12 Jack•Partial Girder 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:46:33 2015 Page 1 ID:JQbmzYZ_QvLSokCEb82D9Qynz00-_1i8Hx?WHa?xvjgLJtWRsBugH2MBwsKIpP7cHhzSOh4 4-0-11 —i- — 8-0-2 4-0-11 3-11-7 •, Scale=1:16.9 3 NAILED 10 3.54 I 12 I NAILED 1.5x4 10 2 N NAILED CS/ 9 -4111111111111.411I - 1 01110 I ii 12 13 14 5 4 NAILED NAILED NAILED 3x4 3x5- I 8-0-2 8-0-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.12 5-8 >801 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.31 5-8 >304 180 BCLL 0.0 • Rep Stress Incr NO WB 0.14 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:30 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 I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer I Installation guide. REACTIONS. (lb/size) 1=249/0-4-3,3=121/Mechanical,4=233/Mechanical Max Horz 1=96(LC 21) Max Uplift1=-87(LC 8),3=-91(LC 8),4=-79(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-9=-454/184,2-9=-423/200 BOT CHORD 1-12=-260/437,12-13=-260/437,13-14=-260/437,5-14=-260/437 WEBS 2-5=-460/273 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psh h=25ft;B=45ft;L=24ft;eave=4ft;Cat.It; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ��1111111111/,�,, fit between the bottom chord and any other members. ,�� P`S A. q ,,, 4)Refer to girders)for truss to truss connections. � ••.... • e 1P 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 87 lb uplift at joint 1,91 lb uplift at joint 3 `.,..%. ,,%.-1.•'\G E N S-• - and 79 lb uplift at joint 4. • .•• V F•.•.=tj,y 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. .. ;• • 39381 •� 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. ...* -:leer 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 = ••0 z� 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 ▪ s��- A E • L Uniform Loads(psf) -O rte; Vert:1-3=-54,4-6=-20 0� T'.'c� 0 R 1 P �' Concentrated Loads(lb) •i� •• I� Vert:9=54(B)10=6(B)11=-44(B)12=14(B)13=-10(B)14=-34(B) o,0.&.;........E��/-s'• i FL Cert. 6634 June 8,2015 ■ 0 WARNING-Verify design peramarars and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2016 BEFORE USE. MI Design valki kx use only with MRek connectors.This design is based only upon paanotets shown.and Is lot an individual bilking component. Applicability of design paceneters and proper hcopoallon of component Is responsibility of building designer•not truss designer.Bracing shown Is to lateral support of kxlvldual web members only. Additional temporary bracing to Insure stability diming 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 fct,dcation,quality control,storage.delivery.ereclkxn and bracing.consult ANSI/Mil Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informaton available from truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I Job ■ I fruss fruss Type Qty I Ply Randy Long Residence T7136580, J150205 J13 Jack-Partial Girder 1 1 I I Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:46:34 2015 Page 1 I D:JQbmzYZ_QvLSoIrCEb82D9QynzDO-SDGW VH?92u70XtFXsb1 gPOROeSjFIKgv 13tApBz8Oh3 3-11-3 7-9-2 3-11-3 I 3-9-15 NAILED 3 Scale=1:16.6 ' • 11 '', i i 3.54 12 ' 11 NAILED 1.5x4 C 10 j 2 1 ! I'P TNAILED 12 13 14 5 4 NAILED NAILED 3x4= NAILED 3x5= 7-9-2 7-8-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.10 5-8 >904 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.27 5-8 >343 180 BCLL 0.0 ' Rep Stress lncr NO WB 0.12 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:30 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 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=237/0-4-3,3=122/Mechanical,4=225/Mechanical Max Horz 1=93(LC 8) Max Uplift1=-82(LC 8),3—91(LC 8),4=-76(LC 8) FORCES. (Ib)-Max.Comp-/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=-429/172,2-9=-399/188 BOT CHORD 1-12=-245/412,12-13=-245/412,13-14=-245/412,5-14=-245/412 WEBS 2-5=-434/258 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;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 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 ,`, ►1111111/1t', fit between the bottom chord and any other members. NO PS A A /,, 4)Refer to girder(s)for truss to truss connections. �........ ♦ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 82 lb uplift at Joint 1,91 lb uplift at joint 3 ��,•'�c E N '•. -T 'i♦ and 76 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. . • 3938• •• 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). LOAD CASE(S) Standard : •e. •f� • 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 • ((/ Uniform Loads(psf) O..• ATE Vert:1-3=-54,4-6=-20 •°°,T �, 0 ,Q ".'\�1,,� Concentrated Loads(lb) ♦Cs••.........A �� Vert:9=54(F)10.6(F)11=-44(F)12=14(F)13=-10(F)14=-34(F) ♦♦�i,S;O N A`� ��• 1 FL Cert. 6634 June 8,2015 • 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/I.7473 rev.02/162015 BEFORE USE. mi. Design valid for use only with Mtlek connectors.This design Is based only upon parameters shown,and Is for an In dlvldtra building component. Applicability of design parameters and proper Incorporation of component is responsibility of txrlding designer-not truss designer.Bracing shown is for lateral support of Indfvldual web members only. Additional temporary bracing to Insure stdbllty during conslu ctk,n is the responsibility of the MiTek. erector. Ndclltonal permanent bracing of the overall structure Is the responsibility of the bidding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/IPI1 Quality Criteria,OSB-89 and BCSt Building Component 6904 Parke East Blvd. Safety Information avdaltle from truss Plate Institute,781 N.tee Street.Suite 312-Atexandrkr,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Randy Long Residence • T7136581 J150205 J14 Jack-Open 2 1 __J Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:46:34 2015 Page 1 I D:JObmzYZ_OvLSokCEb82D9QynzDO-SDGW VH?92u7oXtFXsb1 gPOR5LSrofLkv 13tAp8z8Oh3 I 3-0-0 I 3-0-0 Scale=1:11.7 . 2 p - 5.00 12 N N - 1 1 9 0 3 =I 2x4= 3-0-0 l 3-0-0 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.01 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Verl(TL) -0.01 3-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:9 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. iMiTek recommends that Stabilizers and required cross bracing ' be installed during truss erection,in accordance with Stabilizer Installation guide. ! REACTIONS. (lb/size) 1=109/0-3-8,2=71/Mechanical,3=38/Mechanical Max Horz 1=50(LC 12) Max Upliftl=-26(LC 12),2=-49(LC 12),3=-4(LC 12) Max Gray 1=109(LC 1),2=71(LC 1),3=53(LC 3) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. 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=4it;Cat.II; Exp C;Encl.,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 fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. `1 F.\ ►ll�1 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 26 lb uplift at joint 1,49 lb uplift at joint 2 `,��-AS q /��, and 4 lb uplift at joint 3. ,��`V` .•••• �e ee 6)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. ,� �...� G E N 5+�..9A�� . __ .. 3938 1_ • yt . — . 44111111"F= _ • • a��ATE • i .,assi�NA;G\-- ••�• FL Cert. 6634 June 8,2015 1 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1411.7473 nv,021162015 BEFORE USE . Design valid for use only with Mick connectors.Ibis design is based only upon parameters shown,and Is for an Individual bolding component. AppllcaW ity of design parameters and proper incorporation of component is resporsll rltlty of bulking designer not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction k the responsibility of the MiTek* erector. Additional permanent tracing of the overall structure is the responsibility of the trdclng designer.For general guidance regarding fabication quality control,storage.delivery,erection and tracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information amiable from Thus Rate Institute,781 N.Lee Street.Sulfa 312.Alexandrks,VA 22314. Ternpa.FL 33610 Job J150205 . Truss J15 Truss Type Jack-Panial Girder Qty Ply 1 1 Randy Long Residence 771365821 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:46:35 2015 Page 1 I D:JQbmzYZ_OvLSokCEb82D9QynzDO-wQquidOnpCFf81 gjOlYvxc_GjsAZOoi2GjcjLaz80h2 l 2-1-11 - I 4-2-3 —.-- 2-1-11 2-0-7 Scale=1:11,5 3 ' ' 3.54 NT , 1.5x4, NAILED 2 9 1 Y .7 1.-- 11 _ _ , v'', . ko 10 5 4 NAILED 3x4= 2x4= l 4-2-3 4-2-3 LOADING(psi) SPACING- 2-0-0 CSI. DEF.. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.01 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.02 5-8 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:16 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer I Installation guide. REACTIONS. (lb/size) 1=108/0-4-3,3=53/Mechanical,4=75/Mechanical Max Horz 1=50(LC 8) Max Upliftl=-33(LC 8),3=-37(LC 21),4=-22(LC 8) Max Grav1=108(LC 1),3=53(LC 1),4=83(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=2511 B=45it;L=24It;eave=4ft;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 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 20.0pst 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. /f l U U r r rr `��r1 ri 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 33 lb uplift at joint 1,37 lb uplift at joint 3 ,,�� p,S A. 4 ',.e■ and 22 lb uplift at joint 4. • 0 • . 4e 6)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. %,•.•��.••�G E N S' '9�/��i 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. : • \. �•.• I, • 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). • • 3938 LOAD CASE(S) Standard *: r_ 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 - Uniform Loads(pit) — •• .• :jr:r Vert:1-3=-54,4-6=-20 I. o ATE • 41:: Concentrated Loads(lb) Vert:9=54(F)10=14(F) ��•<‘.•.4s/ O V"..*(9.\N% �''SS�0NALE �%•. rrtilill► FL Cert. 6634 June 8,2015 ■ 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.02H5/1015 BEFORE USE. Design valid for use only with Mflek connectors.This design Is txu xi holding component. + ApplicabllN of design parameters and proper incorporation of component B responsibility of txrikllrng designer-not hiss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary tracing to(sure stability during construction is the r•sponsibIllty of the 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/WPI I Quality Criteria,D5B-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute.781 N.Lee Street.Srdte 312.Alexandria.VA 27314. Tampa.FL 33610 IJOb . 'truss I truss Type Qty I Ply Randy Long Residence 77136583, J150205 J16 Jack-Partial Girder 1 1 [Job Reference(optional) Manning Building Supplies. Jacksonville.FL . 7.620 s Apr 30 2015 MITek Industries.Inc. Mon Jun 08 09:46:36 2015 Page 1 I D:JQbmzYZ_QvLSokCEb82D9QynzDO-OcNHwz1 PaVN W mAPv_?38UpW RgGX77F?CVNMGuOz80h 1 2-03 I 3-11-3 —I 2-0-3 1-10-15 Scale=1:11.1 3 I 3.54 riF 1.5x4 NAILED 2 9 1 ' 10 5 4 ♦ NAILED 3x4= 2x4= I 3-11-3 3-10-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.07 Vert(LL) -0.00 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(LL) -0.01 5-8 >999 180 BCLL 0.0 * Rep Stress!nor NO WB 0.02 Horz(TL) 0.00 4 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 3.11-3 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) 1=100/0-4-3,3=50/Mechanical,4=68/Mechanical Max Horz 1=47(LC 8) Max Uplift1=-31(LC 8),3=-35(LC 21),4=-20(LC 8) Max Grav 1=100(LC 1),3=50(LC 1),4=75(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25th B=4511;L=24ft;eave=4it;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 20.0psi 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. ,fir!\� I/�1� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 31 lb uplift at joint 1,35 lb uplift at joint 3 ,,�� Prj A. A I��, and 20 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. ,��,••�C E N S./.1.1 ' -q •;. 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 _. F•.•. [<__. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). : ;• • 39381_ •'/ LOAD CASE(S) Standard *: �/- 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 �° Uniform Loads(plf) =••1� :(CC Vert:1-3=-54,4-6=-20 1� Concentrated Loads(Ib) 0•• ATE • •:40 Vera:9=54(B)10=14(B) �''1";9e,./.0..T�.'•� 0 R 1 . \ �� N A`� `ANN FL Cert. 6634 June 8,2015 4 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.02116/2016 BEFORE USE. Design valid for use only with Mllek connectors.this design Is based only upon Txrameters shown.and Is for an Individual btidng component. Applicability of design p(zameters and proper incorporation of component is responsibility 011 vildkrg designer-not truss designer.Bracing shown Is for laterd support of Individual web members only. Additional temporary bracing to insure sksbility during construction Is the responslblllty of the MiTek" erector. Additional permanent bracing 01 the overall structure is the responsibility 01 the I siting designer.for general guidance regarding labrxtcation quality control.storage.delivery.erection and bracing.consult ANSI/TPI1 Quality Criteria,D58-89 and BC51 Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexan Brio.VA 22314. Tampa.FL 33610 Job • Truss truss Type Qty Ply Randy Long Residence 771365841 J150205 J17 Corner Jack 2 1 I Job Reference(optional) Manning Building Supplies, Jacksonville.FL 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:46:36 2015 Page 1 I D:JQbrmzYZ_QvLS0ICEb82D9QynZDO-OCNH WZ 1 PaVNW mAPv_?38UpW SbGYk7FECVNMGuOz8Oh1 I 1-0-0 1-0-0 5.00 12 Scale=1:7.4 2 • 1 o 111°•ilil s 6 CV _ O■■ 3,00 FIF . ■A 2 3x4 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 6 >999 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:3 lb FT=20% • LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 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 1 Installation guide. l REACTIONS. (lb/size) 1=37/0-3-8,2=22/Mechanical,3=15/Mechanical Max Horz 1=17(LC 12) Max Upliltl=-5(LC 12),2=-16(LC 12),3=-5(LC 12) Max Grav1=37(LC 1),2=22(LC 1),3=17(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=3.0psf;h=251t;B=45ft;L=2411;eave=41h Cat.II; Exp C;Encl.,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.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. `��1�1 1 1 1 111/1 5)Bearing at joint(s)1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity sO% ..S A. , iii, of bearing surface. ♦• \` ,........ 4B .ice 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 5 lb uplift at joint 1,16 lb uplift at joint 2 and ♦♦��.•'\C E N S,'L�• .��/�i� 5 Ib uplift at joint 3. ,•• V __S=d.•. ••/ !r 7)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. • 39381 - ..11getrilliz: —ATE • it/Z. ♦♦` 0R1 • Ci ? • ii ' � • • • Ii„ 0 N A0 i ,� FL Cert. 6634 June 8,2015 I I 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02462015 BEFORE USE. Design valid for use only with Welt connectors.this design is[rued only upon parameters shown,and is kx an individual holding component. Aprillcabllty of design parameters and proper Incorporation of component Is responsibility of building dc-signer-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 re Is the resporsslblllty of the t*Ndlnit designer.For general guidance regarding fabdcaton,quality control,storage,delivery,erection and bracing,constAt ANSI/TPIt Qualify Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute.781 N.tee Street.Suite 312.Alexcrxfrkt,VA 22314. Tampa.FL 33610 ii Job . Truss Truss Type Qty I Ply I Randy Long Residence 771365851 J150205 J18 Corner Jack 2 1 i [Job Reference{optional) Manning Building Supphes. Jacksonville.FL 7.620 s Apr 30 2015 MTek industries,Inc. Mon Jun 08 09:46:37 2015 Page 1 ID:JObmzYZ_QvLSokCEb82D9QynzDO-soxf7J21LpVNOKz6YjaN113cagtPsiULkl5gQTz80h0 3-0-0 1 3-0-0 Scale=1:11.7 2 5.00 12 it 0 3 li uh j 1 4 i 0 N kJ3.00 12 3x4 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.01 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.01 3-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code 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 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1 MiTek recommends that Stabilizers and required cross bracing j be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=109/0-3-8,2=70/Mechanical,3=38/Mechanical Max Horz 1=50(LC 12) Max Upliftl=-24(LC 12),2=-49(LC 12),3=-5(LC 12) Max Gray 1=109(LC 1),2=70(LC 1),3=53(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=24ft;eave=oft;Cat.II; Exp C;Encl.,GCp1=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 fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. `,%10111111//// 5)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ``�%• PS q '9.:, of bearing surface. �� •.•••• �e 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 24 lb uplift at joint 1,49 lb uplift at joint 2 `��•• •••�G E N S1.1,:.. � and 51b uplift at joint 3. ••' V _ _ •.•. [�! Job a I Truss 1,truss Type Qty ,Ply Randy Long Residence T7136586 J150205 J19 Corner Jack 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:46:37 2015 Page 1 I D:JQbrnzYZ_QvLSokCEb82D9QynzDO-soxf7J21 LpVNOKz6Yj8N 113Y?ggosiULkl5gQTz80h0 4-10-14 I 4-10-14 Scale=1:15.6 2 5.00 i 12 17 7 Y 3'" d • N - 1 ' =i 3.00 Fri 3x4 i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.05 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(LL) -0.07 3-6 >816 180 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:16 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer guide. REACTIONS. (lb/size) 1=179/0-3.8,2=118/Mechanical,3=62/Mechanical Max Horz 1=83(LC 12) Max Uplift1=-43(LC 12),2=-81(LC 12),3=-5(LC 12) Max Grav1=179(LC 1),2=118(LC 1),3=88(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=4.2psi;BCDL=3.0psf;h=25it;B=4511;L=2411;eave=4it;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 4-10.2 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 psi bottom chord live load nonconcurrent with any other live loads. 3)•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 fit between the bottom chord and any other members. ��.‘1111111//1,�� 4)Refer to girder(s)for truss to truss connections. ,∎• *P,S A" q 1I� 5)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ,•�v, ••......•• . .�� • of bearing surface. �%%4, .•'\DENS'•`=.9-• 4, 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 43 lb uplift at joint 1,81 lb uplift at joint 2 :,` ;• \.r ��•a"i, 0 and 5 lb uplift at joint 3. 3938 7)'Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. •lisr... ... : - ATE • IL.1" 1-1.1111111+'` FL Cert. 6634 June 8,2015 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/162015 BEFORE USE. Design valid tor use only with Mitek connec tors.this design is trued only upon pa a ameterss shown, id Is for an indNduaodi l building component. 11111 Applicability of design paaneters 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 cluing construction Is the responsibility of the MiTek" erector. Additional permanent bracing of the overall stnrckae Is the responsibility 01 the bulking 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 Bbd. Safely Irdamatlon ava cble from buss Plate Institute.781 N.I 00 Street.Suite 312.Alexandra t.VA 22314. Tampa.FL 33610 Jab a Truss Truss Type Qty "'ly ! Randy Long Residence 77136587 J150205 J20 Corner Jack 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville.FL 7.620 a Apr 30 2015 MiTek Industries,Inc. Mon Jun 08 09:46:38 2015 Page 1 ID:JQbmzYZ_QvLSokCEb82D9QynzDO-L?V1Le2f67dE?UYI5Q6cZEcjZ3Azb9kVygrNyvz8Oh? 5-0-1 I 5-0-1 Scale=1:15.8 2 k 5.00'.12 0 8 1 • N N 7 N 1 N 1' '/ 3.00 12 3x4 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP • TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.05 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(LL) -0.08 3-6 >769 180 BCLL 0.0 * Rep Stress'nor YES WB 0.00 Horz(TL) 0.01 1 n/a rVa BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:16 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1 MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=183/0-3-8,2=120/Mechanical,3=63/Mechanical Max Horz 1=84(LC 12) Max Uplift1=-44(LC 12),2=-83(LC 12),3=-5(LC 12) Max Gravt=183(LC 1),2=120(LC 1),3=90(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vuit=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25th B=45ft;L=24th 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 4-11-5 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.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. ``��II11111,,�� 4)Refer to girder(s)for truss to truss connections. 0� A ,S A q red 5)Bearing at joint(s)1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity ,%•`,...‘W,•........ ZB ",' of bearing surface. �� .•' G E N$ -9 0� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 44 lb uplift at joint 1,83 lb uplift at joint 2 ;• \e _F••••Ili and 5 lb uplift at joint 3. :• • 3938 •' 7)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. wA ' ATE • �<C/ ;O' • �'''FS�� O R I O 1•r`\,,. '�ill ;ONA`E,`s• FL Cert. 6634 June 8,2015 ■ V WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M-7473 rev.02/16/2016 BEFORE USE Mil Design valki for use only with Wok connectors.Ills design Is based only upon paanateiS shown.(aid Is for an Individual building component. Applicabilty of design peranoters and proper Incorpoatlo n of component is responsibility 01 MAlclkig designer-not truss designer.Bracing shown is for lateral support o1 Individual web members only. Additional temporary bracing to Irene stubitly during construction hs the responsibility of the MiTek' erector. permanent Additional per an ent bracing of the overall sinature is the responsibility of the bulking designer.For 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 a olable from Truss Plate Institute.181 N.Lee Street.Suite 312.Nexandrb,VA 22314. Tampa.FL 33610 • Job Truss I Truss Type Qty Ply Randy Long Residence T7136588 J150205 J21 Jack-Partial Girder 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.620 s Apr 30 2015 MiTek Industries.Inc. Mon Jun 08 09:46:38 2015 Page 1 ID:JQbmzYZ_OvLSokCEb82D9QynzDO-L?V1Le2f67dE?UYI5Q6cZEciL324b5DVygrNyvz8Oh? 4-5.7 8-7-3 I I 4-5-7 I 4-1-12 Scale=1:17.7 yj I; NAILED 3 i` to 11 111 • 3.54 Fl 2 NAILED ' ! '4 2x5= 2 10 ,00� ' ! 54 t NAILED 14 3x4= B ' NAILED 0 1 I I 13 ' 1 NAILED 12 NAILED 2.12 12 3x5 1 Plate Offsets(X,Y)-- [1:0-2-2,0-1-8] LOADING(psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) Weil Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.15 5-8 >694 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.39 5-8 >263 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(TL) 0.02 4 n/a n/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 5-10-12 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-11-9 oc bracing. WEBS 2x4 SP No.2 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=274/0-3-7,3=142/Mechanical,4=229/Mechanical Max Horz 1=103(LC 21) Max Upliftl=-98(LC 8),3=-104(LC 8),4=-74(LC 8) Max Grav1=274(LC 1),3=142(LC 1),4=233(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=-982/480,2-9=-959/496 BOT CHORD 1-12=-551/942,12-13=-552/950,13-14=-550/957,5-14=-551/969 WEBS 2-5=-943/544 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=4511;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 `��0 1111111gs/,, 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�� PcJ A- ,q �1j 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 ,,�O� �e �� fit between the bottom chord and any other members. N •'��G E N$ '9 4)Refer to girder(s)for truss to truss connections. % :. F•�• ,••. 5)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verily capacity • 3938 of bearing surface. 6)Provide e mechanical connection(by others)of truss to bearing plate capable of withstanding 98 lb uplift at Joint 1,104 lb uplift at joint 3 � *;�log -1111.Pz. and 74 lb uplift at joint 4. — w. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. = •e!� :r(� 8)"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. . ; . — AT E 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Li LOAD CASE(S) Standard 0i��s(''�%0 R ]�'-Ass .0 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 �j 1J � ` •% Uniform Loads(plf) ��/,,��N A� �� Vert:1-3=-54,4-6=-20 Concentrated Loads(Ib) Vert:9=54(F)10=6(F)11=-44(F)12=14(F)13=-10(F)14=-34(F) FL Cert. 6634 June 8,2015 I Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.01/162015 BEFORE USE. Design valid for use only with Mitek connectors.this design Is based only upon parorneters shown.and is for an Individual building component. ^ Applicability of design paameters and proper incorporation of component B responsibility of building designer-rat truss designer.Bracing shown Is for lateral support of IndivIdu al web members only. Addltkxtcl temporary bracing to Insure stabllfy during construction Is the responsibility of the MiTek erector. Additional permanent bra MNB cIrtg of the overall structure is the responsty Cl the building designer.for general guidance regarding fabrication.quality control,storage,delivery.erection and tracing,consult ANSI/W11 Quality Criteria.OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information avalable from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 'Job v Truss Truss Type Qty IPly Randy Long Residence T7136589 J150205 J22 Jack-Partial Girder 1 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.620 s Apr 30 2015 MiTek Industries,Inc. Mon Jun 08 09:46:39 2015 Page 1 I D:JQbmzYZ_QvLSokCEb82 D9Qynz D0-033PY_3H1Q15de7Uf8dr6S8teT07KYxeBKaxULz80 h_ 4-3.15 t 8-4-3 4-3-15 4-0-4 Scale=1:17.4 3 , NAILED IT I 11 3.54 12 ' 1 NAILED 2x5= 10 2 f� V► ur!� 11 5 NAILED 14 N 9 3x4 ' ' NAILED 1 _ 13 ' ' NAILED 4i, ral 12 NAILED 2.12 12 L' 3x5= I LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.13 5-8 >772 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.34 5-8 >292 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 4 rVa n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:32 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 8-1-14 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) 1=264/0-3-7,3=139/Mechanical,4=220/Mechanical Max Horz 1=100(LC 8) • Max Uplift1=-94(LC 8),3=-102(LC 8),4=-72(LC 8) Max Gray 1=264(LC 1),3=139(LC 1),4=225(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=-932/456,2-9=-910/471 BOT CHORD 1-12=-524/893,12-13=-524/901,13-14=-523/908,5-14=-525/919 WEBS 2-5=-894/517 NOTES- .. 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opst h=25ft;B=45th L=241h eave=oft Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever lett 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 psi ottom chord live load nonconcurrent with any other live loads. ``,,`BPS /...1 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� fit between the bottom chord and any other members. ,��O\V •.•............................... 4)Refer to girder(s)for truss to truss connections. �% ,2. •••�G '9 • 5)Bearing at joint(s)1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity : ,` •" \. _ ' ..• er....• of bearing surface. ' • 3938�_. ' 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 94 lb uplift at joint 1,102 lb uplift at joint 3 -* •. and 72 lb uplift at joint 4. 7)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. 8)"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. .■1 .rfY.; 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). s • ATE • •• <(/ LOAD CASE(S) Standard .• --<\.•.,<% R I Q P••��,..,• 1)Dead+Root Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 ♦♦♦ •.• UniformVeridl 3p1154,4-6=-20 ♦♦'t'S+/0 N A`��`.,, Concentrated Loads(Ib) Vert:9=54(B)10=6(6)11=-41(B)12=14(8)13_10(B)14=-33(B) FL Cert. 6634 June 8,2015 1 .. 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIfEK REFERANCE PAGE 81147473 rev.02/16.2016 BEFORE USE. Design valid for use only with Mllek connectors.this design Is rased only upon Ixrarnetors shown,anal Is for on Individual building component. . • Applicabllty of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of IrudMWxi web members only. Additional temporary bracing to insure stablity during construction is the respor>sibltlty of the MiTek" erector. Additional permanent bracing of the overall stmcture is the resporrs 111ty of the bulking designer.par general guidance regarding tabrlcallon.quality control.storage.delivery.erection and bracing.consist ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avala bie from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,n drkz VA 22314. Tampa.FL 33610 _ -_ N w p >m3 Z- w 'D O m y vi ■� D • Q H _ m I I , m ✓ ,N, ,z, ET � Q —` n Cr o A D o• 502z D O= O m �m0Dnpfl. _ Z 3o Z CA m pn og Pill 30 7 � HI u EHP N Q_N N n -_.0 O (D .3 N Q pO• 0 Cl O m C Q D (Q c.nm Q '° p QO O °(QQSo*-a 0 =mo ° °-mm< 0 �� ° 3 � 0 °_� 3mymQ m - --cnwpp0 D (Dp0o 0Q� Z QD (D2 Q a mOaQp Z O CD -Qa� (7,-.cy3 O. .6 �QQO c�oQ 3 ° Q63Q� > •00��y ° � ° a (-) - D0 3my om CC O_ m� a°- O Q Q D - C'O 2(p„ 0 2 D � � � j 0 � Jc ti 3 Qp 5- 2 - C Z 3 p O �p < m cQ0 p No ° p N Q .NC D O D x(Q , ( D C 0-r, p ° ( � D c D -.Q C y "C p K m mn A c i TOP CHORD cn =70 o w co g „,M 70 co ® - 0W DTZN Z D O N C mD a os n 2 el ^ smEn_ A O co..o < Z� D co T N C N 6) co Z 3 £ y w 20 S CO D p T D O AO N w --.2-1 x 0 Q y(C) N n N x ' O 0 (D N H O m, s 7 O N 7 p . TOP CHORD v m N Q O ;O D pP Ut d w N -, :0 v . . . . 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