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130, 134, 138 SANDY BEACH LN - TRUSS FILE COPY Julianne N. Overby, RA Architectural and Interior Design Consulting Services Julianne N. Overby, R.A. 2452 Pullian Street Jacksonville Beach,Florida 32250 904 704 8628 Email: jnoverby @att.net FL AR-0017060 • FL.ID-4621 February 27, 2015 TO: Mr. Dan Arlington City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233 RE: Beaches Habitat Townhouse Units To whom it may concern: I have reviewed the structural drawings for the submitted projects and agree that they follow the architectural design intent. All structural design and specifications are the responsibility of the structural engineer of record for this project. Thank you. Sincerely, Julia i ne N. Ow rb , RA Architect/Inter .r I-signer ®Turner MAIN Osrlae:480 EosEwo00 Avu*s,SOWN, JACKSONVILLE.FLORIDA 32205 PIPAPest a pffi;989 5533D0•FAX 904.363.1486 To«Fsu 61j-225.3395•www.TVRNwpgi►,e0m Si.MAIMS,6w.—912-576.1300 OcAU,Fu.-352-351-4386 !i Control Minn BtACN,Fe.-386.7888303 PORT Si.Luca,Fe.-772.692.0078 What's Bugging You? Manumit,Fe.-321-861-3325 TAP,Fu.-1134814361 NOTICE OF INTENT FOR PREVENTATIVE TREATMENTS AGAINST TERMITES as re.uired by Flo,ida Building Code.FBC 104.2.6) Address: �'t r.0{ti.. ._t'u et. L0'1N _. ._. Lot: __.._ I Block: P., Date: 9/i ALL STRUCTURAL CHANGES IBORA-,A li lcnnitiridc(Wend Trcatn,o)t) ARE TO BE REPORTED Product Used FOR RETREATMENT l)isuslium Octaboratc Tetrtli'tiratc 23%Active Ingredient; Chemical used(active ingredient) , Percent Concentration Application will bepgr1QrtrtcL unto structur.thw_o4 at drl_t_d_iil,stage of coils('itc.tjun Stage of treatment(Horizontal,Vertical,Adjoining Slab,retreat of disturbed area) • BORA-CARE'lermiticide application shall be applied according to EPA registratcd label dircctions as stated in the Flurida_Built g Code Section 1816. (INFORMATION TO BE PROVIDED TO LOCAL BUILDING CODE OFFICES PRIOR TO CONCRETE FOUNDATION INSTALLATION) • I©a Turner Mom Ovum 480 EosEw000 AVENUE,Sours,Jauao.e1ELE,FLOW 32205 RPest gyp' 914-35613H•Fax 904.353.14 •Jo.1 FxES 89/-225-.539•wwwatmseNWfT,011 Si.Man,Gs.—912.6761300 DcALA,Fu.-362-3514886 A r.,, eEy,,'q r" 1 ®Control DAnau BEacH,Fu.-385-7814303 Paw ST.Luca,Fu.-7724924078 �� ; What's Bugging You? Msrounrc,Fu.-321-951.3326 TAna,Fu.-1134814381 r i�'� �✓ ' NOTICE OF INTENT FOR PREVENTATIVE TREATMENTS AGAINST TERMITES as`_re•wired by Florida Building Code.FBC 104.2.6 Address: 13 10 ige,,G. �t �/4.._.'17 C. 644'-A. 11--, UU Block: Z- _Date: 4///3 Jt Lot: ._.. � --- ALL STRUCTURAL CHANGES IIOItA-cAKI;l rImticidc(Wood icMI 7cnr) ARE TO BE REPORTED Product Used FOR RETREATMENT ' J)isudium Oct;dx+ratc Tetc.Thydrate 23%Active Ingredient Chemical used(active ingredient) , Percent Concentration Application will he.pia:unned untu_gructurtl w_ooti 41 drit.JLn+stage nfcunstiIn:ion Stage of treatment(Horizontal,Vertical,Adjoining Slab,retreat of disturbed area) BORA-CARE'1''enniticide application shall be applied according to EP. registrated label 4ircctions as stated in the FIu 'e[t ijtJ3uiliiing,Code Section 1816.1A+ (INFORMATION TO BE PROVIDED TO LOCAL BUILDING CODE OFFICES PRIOR TO CONCRETE FOUNDATION INSTALLATION) QTurner MAIN Ossio[[480 EocEw000 Aovs*,Sours,JAC1SOAMILE,FwNDA 32205 PIPEPest Plvht 9114-355M0•fix 909-353.1488•iou FXU:911.225.5303•www.nonsairair,QQS1 ST.Myra,SA.-912.576.1301 Oau,Fu.-352-351-4336 Control Dtrrau Buell,Fu.-386.718.8303 Pan ST.Luca,Fu.-772.692.0078 What's Bugging You? Maiming,Fu.-321-951-3325 Tom,Fu.-1134814381 NOTICE OF INTENT FOR PREVENTATIVE TREATMENTS AGAINST TERMITES I1 aCs�_re.!luired,bQy Florida Building Code.FBC 104.2.6 COPY Address: t j v SOW o,fAe�{-tee 44ja►�:1 _ Ca./i- f y r,or: .�- 3 ---- Block: .7-, Date: /3� 1 ALL STRUCTURAL CHANGES BORA-4ARE Ter nitiridc(Wuotl Trt:atioctit) ARE TO BE REPORTED Product Used • ' FOR RETREATMENT J)isodium Oct;iboratc Tetohy'dratt 23%Active Ingredient Chemical used(active ingredient) Percent Concentration Application will be pellurt»_cs onto structural N_ootl ar dricd_in stage nl.consti Octis?11 Stage of treatment(Horizontal,Vertical,Adjoining Slab,retreat of disturbed area) BURA.-CA R1 'I crmiticide appJit ipn shall be applied according tiO EPA. rcgistrated label ditcctions as stated in the FlorldaJ3u[(ding Code Sec • I R 1(t.l.8 (INFORMATION TO BE PROVIDED TO LOCAL BUILDING CODE OFFICES PRIOR TO CONCRETE FOUNDATION INSTALLATION) • JULIUS LEE PE. FILE COPY i RE: 671402 - 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: Habitat for Humanity Project Name: 671402 Model: Triplex Lot/Block: 1,2,3 Subdivision: OceanGate Bldg. D Address: 130,134,138 Sandy Beach Lane City: Duval State: Florida Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: Woodward, Elizabeth A., PE License#: 61947 Address: 9719 Heckscher Dr. City: Jacksonville State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TPI2007 Design Program: MiTek 20/20 7.3 Wind Code: N/A Wind Speed: N/A mph Floor Load: 55.0 psf Roof Load: N/A psf This package includes 1 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. This document processed per section 16G15-23.003 of the Florida Board of Professionals Rules In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompany this coversheet. The latest approval dates supersede and replace the previous drawings. I 1No. Seal# (Truss Name Date 11 SHOP D F2 WING REVIEW"* • --- The shop drawings to which this stamp is affixed have been reviewed for compliance with the design intent of the structural engeneering prepared by r And the Professional .ngineer identified below. This acknowledgment does not lesser, thr Delegated engineer's responsibiliti associated with the preparation of said documents. nor relieve him or her rom errors or omissions within the same. PROVED ❑APPROVED AS NOTED 0 NOT ,.PPRO\/ED / / pgbctetk A:topJA."-, f2- _ A ' ugc(oicito x.r. w.4,...„-_,. ..--..=The truss drawing(s)referenced above have been prepared by MiTek ��`,S t isl i 1��/ii, Industries, Inc. under my direct supervision based on the parameters \`J\,\••••••• •NS• ••C�•//� +?'•teagvt�ed by-BIii1deit FirstSource(Jax). • f F ti _ _ � * 0 34869 - Truss Design Engineer's Name: Julius Lee My license renewal date for the state of Florida is February 28, 2017. _ �, A......1 70 . WY r • �w fZA NOTE:The seal on these drawings indicate acceptance of = O 4 .(∎ STATE OF professional engineering responsibility solely for the truss F P �� components shown. The suitability and use of this component ;� S •. •�oR►o•• ��j\� for any particular building is the responsibility of the building ",,,1ONp,\...y 17,2015 designer, per ANSI/TPI-1 Chapter 2. 1 of 1 Julius Lee i 1 . i go) cZn ° ifr D —4 D Ii. 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CD CO 1 f JULIUS LEE PE. RE: 671402 - 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: Habitat for Humanity Project Name: 671402 Model: Triplex Lot/Block: 1,2,3 Subdivision: OceanGate Bldg. D Address: 130,134,138 Sandy Beach Lane City: Duval State: Florida Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: Woodward, Elizabeth A., PE License#: 61947 Address: 9719 Heckscher Dr. City: Jacksonville State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TPI2007 Design Program: MiTek 20/20 7.3 Wind Code: N/A Wind Speed: N/A mph Floor Load: 55.0 psf Roof Load: N/A psf This package includes 2 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This document processed per section 16G15-23.003 of the Florida Board of Professionals Rules In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompany this coversheet. The latest approval dates supersede and replace the previous drawings. INo. (Seal# (Truss Name Date 1 f 19818419 1 F11 5/17/015 1 12 19818420 F13 5/17/015 1 The truss drawing(s)referenced above have been prepared by MiTek �,\\`1 S 1 1511 l //� Industries, Inc. under my direct supervision based on the parameters ��`� �,� . . K /%�• provided by Builders FirstSource(Jax). \ J.•' NSF .. Truss Design Engineer's Name: Julius Lee _ 0 34869 • My license renewal date for the state of Florida is February 28, 2017. _ p Et — NOTE:The seal on these drawings indicate acceptance of %0. STATE OF / `w,• professional engineering responsibility solely for the truss P �_\ components shown. The suitability and use of this component :,� S• .1.---Z oRVo• 0• for any particular building is the responsibility 2 onsibility of the building �/I/,1ONIM- ay 17,2015 designer, per ANSI/TPI 1 Chapter 1 of 1 Julius Lee 'Job Truss Truss Type iOy 1 Ply 19818419 671402 F11 FLOOR TRUSS 11 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries.Inc. Sat May 16 09:59:15 2015 Page 2 I D:_8 kMQOg I CcvB W 7rn4?rycCyTOxk-Mu nycgdAP0omT4WU LyZCd_IsZOdFe7yMvx VX4?zFymw LOAD CASE(S) Uniform Loads(plf) Vert 10-20=-10,1-9=-100 Concentrated Loads(Ib) Vert 21=-724(F)22=-165(F) 3)1st unbalanced Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert 10-20=-10,1.6=-100,6.9 .20 Concentrated Loads(Ib) Vert:21=-724(F)22=-165(F) 4)2nd unbalanced Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-20=-10,1.6=-20,69=-100 Concentrated Loads(Ib) Vert:21=-804(F)22=-245(F) 5)3rd unbalanced Live Only:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(ptf) Vert:10.20=-10,1-6=-100,6-9 -20 Concentrated Loads(Ib) Vert:21=-724(F)22=-165(F) 6)4th unbalanced Live Only:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(Of) Vert 10-20=-10,1-6=-20,6-9=-100 Concentrated Loads(lb) Vert 21=-804(F)22=-245(F) 7)1st chase Floor.Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:10-20=-10,14=-100,4-6=-20,6-9=-100 Concentrated Loads(Ib) Vert:21=-804(F)22=-245(F) 8)2nd chase Floor Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10.20=-10,1-3=-20,3-9=-100 Concentrated Loads(Ib) Vert:21=-804(F)22=-245(F) 9)3rd chase Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:10-20=-10,1-8=-100,8-9=-20 Concentrated Loads(Ib) Vert:21=-804(F)22=-245(F) 10)4th chase Floor.Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Veit 10.20=10,1-6=-100,67=-20,7-9=-100 Concentrated Loads(Ib) Vert:21=-804(F)22=-245(F) 11)5th chase Live Only:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-20=-10,1-4=-100,4.6=-20,6-9=-100 Concentrated Loads(Ib) Vert:21=-804(F)22=-245(F) 12)6th chase Live Only:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10.20=-10.1-3=-20.3-9=-100 Concentrated Loads(Ib) Vert:21=-804(F)22=-245(F) 13)7th chase Live Only:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10.20=10,1-8=-100.8-9=-20 Concentrated Loads(Ib) Vert:21=-804(F)22=-245(F) 14)8th chase Live Only:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:10.20=-10,1-6=-100,6-7=-20,7-9=-100 Concentrated Loads(lb) Vert 21=-804(F)22=-245(F) • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 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. Apphcabiliy of design paramenters 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 responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply r I r 19816420 671442 F13 FLOOR TRUSS 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 M7ek Industries,Inc. Sat May 16 09:59:16 2015 Page 2 I D:_6 kMQOg I CCV BYV7m4?iyCCyToxk-g5LKp0epAJW 05E Bgvf4 RABH2tPU KNCgV60E5dRZFylnv 3 LOAD CASE(S) Uniform Loads(plf) Vert:7.14=-10,1-4=-100,4.6=-20 Concentrated Loads(Ib) Vert:15=896(B)16=-245(B) 4)2nd chase Floor Lumber Increase=1.00,Plate Increase=1.00 • Uniform Loads(plf) • Veit:7.14=10,1-3=-20.3.6=-100 Concentrated Loads(Ib) Vert:15=-696(B)16=-245(B) 5)3rd chase Live Only:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 7-14=-10,1-4=-100,4-6=-20 Concentrated Loads(Ib) Vert 15=-696(B)16=-245(B) 6)4th chase Live Only:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-14=-10,1-3=-20,38=-100 Concentrated Loads(Ib) Vert:15=-696(B)16=-245(B) • • I s A WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 BEFORE USE. Design valid for use only with Mi rek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters 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 responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay gii 1 fabncation,quality control.storage,delivery,erection and bracing,consul ANSVTPI7 Owlity Criteria,DSB-89 and BCSI1 Building Component Boynton Beach.FL 33435 Safety Information available from Truss Plate Institute,563 D'Onofra Drive,Madison,IM 53719. . , JULIUS LEE PE. RE: 671402 - 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: Habitat for Humanity Project Name: 671402 Model: Triplex Lot/Block: 1,2,3 Subdivision: OceanGate Bldg. D Address: 130,134,138 Sandy Beach Lane City: Duval State: Florida Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: Woodward, Elizabeth A., PE License#: 61947 Address: 9719 Heckscher Dr. City: Jacksonville State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 Wind Speed: 130 mph Floor Load: 55.0 psf Roof Load: 32.0 psf This package includes 45 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. This document processed per section 16G15-23.003 of the Florida Board of Professionals Rules In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompany this coversheet. The latest approval dates supersede and replace the previous drawings. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 19770337 CJO1 5/8/015 18 119770354 F08 5/8/015 2 19770338 !CJ02 15/8/015 19 19770355 F09 5/8/015 3 19770339 I CJO3 5/8/015 20 19770356 F10 5/8/015 4 19770340 !CJO4 5/8/015 21 19770357 F11 5/8/015 5 19770341 CJO5 5/8/015 22 19770358 F12 5/8/015 6 19770342 CJ06 5/8/015 23 19770359 F13 5/8/015 7 19770343 CJO7 5/8/015 24 19770360 F14 5/8/015 8 19770344 EJ01 5/8/015 25 19770361 F15 5/8/015 9 19770345 EJ02 5/8/015 26 19770362 F16 5/8/015 10 19770346 EJ03 5/8/015 27 19770363 F17 5/8/015 11 19770347 F01 5/8/015 28 19770364 F18 5/8/015 12 19770348 F02 5/8/015 29 19770365 F19 5/8/015 13 19770349 F03 5/8/015 30 19770366 F20 5/8/015 14 19770350 F04 5/8/015 31 19770367 F21 5/8/015 15 19770351 F05 15/8/015 32 19770368 HJO1 5/8/015 16 19770352 F06 15/8/015 33 19770369 HJO2 5/8/015 17 19770353 F07 15/8/015 34 19770370 HJO3 5/8/015 The truss drawing(s)referenced above have been prepared by MiTek \\\\`1S Si I!�//// Industries, Inc. under my direct supervision based on the parameters �� \v•.•• k //ice provided by Builders FirstSource(Jax). - � .. ' NSF ' S� Truss Design Engineer's Name: Julius Lee _ • 0 34869 _ My license renewal date for the state of Florida is February 28,2017. `� : p . / : NOTE:The seal on these drawings indicate acceptance of 0 r. .E L'` professional engineering responsibility solely for the truss ,-c\ STATE OF `�\ components shown. The suitability and use of this component %/ '••Fi.oRION.• 0 for any particular building is the responsibility of the building '//Sy4NA�- �\\ designer, per ANSI/TPI-1 Chapter 2. '�"/i i i i i I t May 8,2015 1 of 4 Julius Lee lob (Truss I Truss Type Qty IP" 19770337 ;71402 CJO1 Jack-Open Truss 8 r 1 • 1 1 ,Job Reference(optional) Builders FirstSource, Jacksonville Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 08:01:22 2015 Page 1 ID_8kMQOgICcvBYV7m4?yCCyToxk-2evyPv62gcmZTUg?9eabaKu3nw8PbJagHxIVQSzldFR I -2-0-0 I 1-0-0 I 2-0-0 1-0-0 • Scale=1:6.8 3 IT 4.00 12 2 g o �1 4■AfT4 1 Pl■All. 3x4 = I 1-0-0 -I 1-0-0 Plate Offsets(X,Y): [2:0-1-6,Edge) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) 0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.24 Vert(TL) 0.00 2-4 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 i Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:6 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. REACTIONS (lb/size) 2=220/0-5-8 (min.0-1-8),4=-76/Mechanical Max Horz 2=70(LC 8) Max Uplift 2=303(LC 8),4=-95(LC 2) Max Gray 2=269(LC 2),4=125(LC 8) \ `�1 I I I I I///// vs.S:K FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\ --``c •• 4 , NOTES (6-8) \ \,.\\ v 10ENSF '' 1)Wind:ASCE 7-10;Vult=130mph(3 second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;Encl., * •• * - GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions / a 34869 shown;Lumber DOL=1.60 plate grip DOL=1.60 — I Ala This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ /`/ / • W = 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. . 0j '. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 303 lb uplift at joint 2 and 95 lb uplift at STATE OF �-- joint 4. FLORIOP.•• r�•�� 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. . S1 �v�� 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any "// / c \\ 7)Norte::Vla ually graded lumberr desig at on SP,r presents new luember des gnl alue as per SPIg a building code. //// N A10`�� 8)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard • • May 8,201; 1 1 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 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 paramenters 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 responsbillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITP11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available horn Truss Plate Institute,583 D'Orohio Drive,Madison,WI 53719. lob Truss Truss Type Oty Ply j 19770339 ,71402 CJO3 Jack-Open Truss 8 1 1 Jab Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 08:01:23 2015 Page 1 I D:_8kMOOg ICcvBYV7m4?iycCyToxk-WgSKd F7gR VUQ4eF BjM 5g7XR E2 KU 7Kmgq W tV2yuzl dF Q I 2'0'0 { 5-0-0 I 2 -0.0 Scale=1:13.5 3 i 4.00 12 of T1 2 N a, B1 8 "2x4 = 4 1 I 5-0-0 I 5-0-0 LOADING (psf) SPACING 2-0-0 . CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.06 2-4 >999 180 BCLL 0.0 * Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a ilia BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 19 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=83/Mechanical,2=248/0-3-8 (min.0-1-8),4=24/Mechanical Max Horz 2=132(LC 8) Max Uplift 3=-99(LC 12),2=-240(LC 8) Max Gray 3=102(LC 2),2=299(LC 2),4=72(LC 3) \\\`,1 1 1 I I I!//y y/ FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �\\ .\VS S.1 °, NOTES (6-8) �\�v� \CENSF• '�� 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End., • GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 * I is 34869 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 — -0 .,1L.' • Et will fit between the bottom chord and any other members. - �l V .. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 99 lb uplift at joint 3 and 240 lb uplift at - I� : ((i` joint 2. STATE OF 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. F \�� 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any Sl •• OR10 P a0\*: particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. //7 v/ ^ ` \` 8)Truss Design yEng Engineer:Julius Lee,PE:Florida P.E.represents icense No.34869: ddr Address:1109Co Coastal Bay Blvd.Boynton Beach,FL //7a/1 AL,\\\\\ 33435 LOAD CASE(S) Standard May 8,201: f A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 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. Appbcability of design paramenters 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 Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSIRPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison.WI 53719. Beach,FL 33435 lob Truss Truss Type lQly (Ply I(` 19770341 ,71402 a CJO5 JACK-OPEN TRUSS '4 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 5 Sep 27 2012 MiTek Industries.Inc. Fri May 08 08:01:24 2015 Page 1 ID:_8kMQOgICcaBYV7m4?iycCyToxk-_00igb81CDOHiogOH3c3ftzPajrL3D4zkFEbULzIdF P -2-0-0 � 1.6-0 { 2-0-0 1-6-0 Scale=1:6.9 3 3.00 I. 2 e o Ti 81 /.,)( )''' 1 4 3x4 = - * I 1-6-0 I 1.6.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.15 Vert(TL) 0.00 2-4 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 8 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=197/0-5-8 (min.0-1-8),4=-27/Mechanical Max Horz 2=61(LC 8) Max Uplift 2=-258(LC 8),4=-34(LC 2) Max Gray 2=240(LC 2),4=53(LC 8) \\\`1 t I t (j I 1///// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\_`�\OS-S /c 4<c•<j NOTES (6-8) 10EN$F ' i 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End., i GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions -- * shown;Lumber DOL=1.60 plate grip DOL=1.60 / e 34869 — 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r 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 _17 1 '. will fit between the bottom chord and any other members. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 258 lb uplift at joint 2 and 34 lb uplift at - 4 : (U joint 4. STATE OF • 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • ��Z 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any 3' •��ORID P •' 0 -� particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. /// 'S/ *\ <\� 8)Truss s DesignyEng Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL '1'/0/11110\\ N A \\ 33435 LOAD CASE(S) Standard ii- .8,201: • • A WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 paramenters 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 responstillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication.quality control,storage,delivery.erection and bracing,consult ANSVTPII Quality Criteria,DM-89 and BCSII Building Component Boynton Beach,FL 33435 Safety IMomntion available from Truss Plate Institute,583 D'Onotrio Drive.Madison.WI 53719. lob Truss Truss Type Qty Ply 19770343 i71402 CJ07 JACK-OPEN TRUSS 14 1 , i Jab Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 08:01:25 2015 Page 1 ID_8kMQOgICcvBYV7m4?iycCyToxk-SDa42w9wzX88KyPam7lCyWZr79b gK7zv__91nzldFO -2.0-0 } 5-0.0 I 2-0-0 5-0-0 Scale=1:13.4 3 3.00 r` • 2 T1 el.1 -rill 81 f 1 _ 3x4 = 4 { 5-0-0 I 5-0-0 Plate Offsets(X,Y): 12:0-3-7,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (hoc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.06 2-4 >999 180 BOLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) 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. REACTIONS (lb/size) 3=84/Mechanical,2=247/0-3-8 (min.0-1-8),4=24/Mechanical Max Horz 2=98(LC 8) Max Uplift 3=-93(LC 12),2=-244(LC 8) Max Gray 3=103(LC 2),2=298(LC 2),4=72(LC 3) \\\\,)III {f f // ,‘jS S.k /''% FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\ •. , NOTES (6-8) �J \CENS '••� '- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End., - * •• * GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions / a 34869 shown;Lumber DOL=1.60 plate grip DOL=1.60 _ �I 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — -�1 -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 t• i L. will fit between the bottom chord and any other members. LC/ 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 93 lb uplift at joint 3 and 244 lb uplift at STATE OF -- joint 2. c- '�A\ N. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. c1c1•. /-ORIO . V\'∎ 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any /ivv/ *• • , �\ 7)Note: l Visually building raded lumber designation SP,represents designer new luember design values referenced by per SPIB.the building code. //////NIA -\\\\\` 8)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard May 8,201! ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll•7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only won parameters shown,and is for an individual building component. Applicability of design paramenters 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 responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing.consult ANSIITPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison.WI 53719. lob 'Truss Truss Type !Qty Ply 19770345 171402 EJO2 JACK-PARTIAL TRUSS 17 1 1 Job Reference(optional) Builders FirstSeurce, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries.Inc. Fri May 08 08:01:25 2015 Page 1 ID_8kMQOgICcvBYV7m4?i ycCyToxk-SDa42w9wzX88KyPam7ICyWZJ7BXogK7zv_91 nzldFO c I -2-0-0 I 2-8-15 I 2-0-0 2-8-15 Scale=1:14.2 3 I 4.00 12 3x4 11 2 ry ,a111111 N N d ,n, 1 e7 ■ 1 rilailillill '/ 4 5 2x4.11 I 2-8-15 I 2-8-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 1 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:13 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-15 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=207/0-3-8 (min.0-1-8),3=24/Mechanical,4=3/Mechanical Max Horz 5=80(LC 9) Max Uplift 5=-202(LC 8),3=-44(LC 12),4=-4(LC 9) Max Gray 5=251(LC 2),3=29(LC 2),4=33(LC 3) 0001 1 1 1 I I/,,// SOS.S c �''% FORCES (Ile)-Max.Comp./Max.Ten.-All forces 250(Ile)or less except when shown. N� •. i TOP CHORD 2-5=-246/303 �J \CENSF'•.��. '- NOTES (6-8) _ * '. * 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;End., ! • 34869 GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces& — — MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 _-a ,,''/ i�� • LL 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7. 73 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 -- t Q/ will fit between the bottom chord and any other members. STATE OF 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 202 lb uplift at joint 5,44 lb uplift at joint • R �� 3 and 4 lb uplift at joint 4. s�•.•LORIOP. '�(j\� • 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. '/7 \\\ particular building is the responsibility lil of the building building component. ANSI TPI 1 as referenced efe enced by the building for any /y,/O/ Ill 10\ `�\� 7)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 8)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard May 8,201: 1 r A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII•7477 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 paramenters 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 responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onotrio Drive,Madison,IM 53719. lob Truss Truss Type Qty Ply 19770347 171402 IF01 GABLE 4 1 1 Job Reference(optional) Builders FirstSource, Jacksonville.Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 08:01:27 2015 Page 1 I D:_8kMQOg ICcvBYV7 m47iycCyToxk-Pbi rTcAAVBOsZFYzyCAr11HN bz5xu C GaH P R DTF5gzIdF M 071•8 0.11.1.8 Scale=1:33.0 3x3 = 1 2 3 4 5 8 7 8 T1 9 10 11 12 13 14 1tli ' YY 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x3= 3x3- 3x3 = I 1-6-12 1 2-10-12 i 4-2-12 1 56.12 1 6-10-12 1 8-2-12 1 9.6.12 1 10-10-12 I 12-2-12 1 13-6-12 Ito-10-12 1 16-2-12 1 17-6-12 1 18 10 1z 119-8-121 1.6-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-40 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-10-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in NO 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 17 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 89 lb FT=11%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, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS All bearings 19-8-12. (Ib)- Max Gray 18 All reactions 250 lb or less at joint(s)32,17,31,30,29,28,27,26,25,24,23,22,21,20,19, \\\\\\\1 1 I I f/////1/. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. •.• i N. �J \CENS$ '.∎� NOTES (7-9) 1)All plates are 1.5x3 MT20 unless otherwise indicated. * '• * 2)Gable requires continuous bottom chord bearing. / de 34869 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. — - _-/s •• Cr = 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. —.70 .. 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. Vj ... ,.,, _, Strongbacks to be attached to walls at their outer ends or restrained by other means. STATE OF -- j 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any r •• F rte'-� particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. sc1'• �OR1pP ' v�� 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. /// v ��\\ 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL // ()N AV. \\\ 33435 /1O fII11\\\\ LOAD CASE(S) Standard i r- 8,201: 1 • A, WARNING-Verify dosign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 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 paramenters 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 responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding 1109 Coastal Bay fabrication.quality control,storage,delivery,erecuon and bracing,consult ANSUTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Dnve.Madison,W 53719. lob Truss Truss Type Oty !Ply 19770349 171402 F03 FLOOR TRUSS 2 1 L' JOb Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries.Inc. Fri May 08 08:01:28 2015 Page 1 ID:_8kMQOgICcvBYV7m4?iycCyToxk-toGDgyBoGSIMBP79Wvh?gb8z2L1 U?w6ZftCpd6zldFL • 0-1-8 13-0 1-9-0 1-7-4 O'Ql8 H I I I I I Scae-1:33.4! 4x4= 1.5x3= 1.5x3 II 5x8 = 3x5 = 1.5x3 II 1.5x3 II 1.5x3 = 1 2 3 4 5 T B 7 8 `9 10 11•-• /I\ 4111 25 5 3241 ‘ir MI II II 7-1 0...- a a 22 21 20 �, 18 17 16 15 14 13 1.5x3 II 4x4= 3x4= 1.5x3 II 3x5 = 4x4 = I 6-1-8 I 19.8-12 I 6-1-8 13-7-4 Plate Offsets(X,Y): N 1:0.1-8,EdgeL f17:0-1-8,Edpel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loci) I/deft Lid 1 PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.79 Vert(LL) -0.15 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.23 15-16 >692 240 i BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) 1 Weight 105 lb FT=11%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, BOT CHORD 2x4 SP No.1(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:19-20,18-19. REACTIONS (lb/size) 23=325/0-5-4 (min.0-1-8),12=736/0-3-4 (min.0-1-8),19=1069/0-3-8 (min.0-1-8) Max Gray 23=356(LC 3),12=741(LC 7),19=1079(LC 8) \\\\`\I I IOI I////// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �\� \v5 S:K //� TOP CHORD 23-24=-357/0,1-24=-356/0,12-25=-737/0,11-25=-736/0,1-2=-280/0,2-3=-482/0, �� J�, L e 3-4=-482/0,4-5=-753/0,5-6=-1906/0,6-7=1906/0,7-8=-2128/0,8-9=-2128/0, 10ENSF' 9-10=-1684/0,10-11=-727/0 - i BOT CHORD 21-22=0/482,20-21=0/482,17-18=0/1388,16-17=0/1906,15-16=0/1906,14-15=0/1992, * •• * - 13-14=0/1360 _ / e 34869 — WEBS 11-13=0/937,10-13=-879/0,10-14=0/451,9-14=-429/0,7-15=108/405.4-18=01889, — r - 5-18=-916/0,5-17=0/774,6-17=-333/0,1-22=0/356,4-20=0/459,2-22=-275/39, _ ,.`1., I = 4-19=-1074/0 — — NOTES (6-8) �� STATE OF �� 1)Unbalanced floor live loads have been considered for this design. ' �� 2)All plates are 3x3 MT20 unless otherwise indicated. Sl� ••-L ORIO p'•• ,G\� 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. x/77 �Q A t A \�� 4)Strongbacks to be attached to edge, their outer ends or restrained by other means. with 3-10d(0.131"X 3")nails. //////I i l l t\'`\ 5)CAUTION,Do not erect truss backwards. 6)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 7)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 8)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard May 8,201; • A WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII•7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Braking shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSIRPI1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available horn Truss Plate Institute,583 D'Onohio Drive.Madison.W 53719. lob 'Truss Truss Type Qty Ply 19770351 171402 IF05 FLOOR TRUSS 6 1 I ,Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries.Inc. Fri May 08 08:01:30 2015 Page 1 ID_8kMQOglCcvBYV7m4?iycCyToxk-pANz5eD3o3mQQjHXdKITvOD118jyToKs7Bhwi zIdFJ • 0-1-8 H I 1-3-Q 1 F — I 1-10-4 I i Scaale=1:26.8 4x4= 4x4= 1.5x3 = 3x4= 4x4 =1.5x3 I I 3x3 = 1.5x3 I I 3x3= 3x4 = 1.5x3 = 1 2 3 4 iiiiAi 9 BIN ZN li 20 4 go fl 17 16 15 14 13 12 11 3x3 = 4x5= 3x4 = 4x4 = 1.5x3 I I 3x5= 3x4 = 4x5= 3x3= 15-10-12 I I 15-10-12 Plate Offsets(X,Y): 11:Edge,0-1-81,19:0-1-8,Edoe1,115:0-1-8,Edge1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.18 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.28 13-14 >664 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.05 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:84 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins, BOT CHORD 2x4 SP No.1(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 18=854/0-3-4 (min.0-1-8),10=854/0-3.4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\\\1 l I I l///// TOP CHORD 18-19=-852/0,1-19=-851/0,10-20=-850/0,9-20=-849/0,1-2=-859/0,2-3=-2038/0,3-4=-2712/0,4-5=-2712/0, N• \)\.,\\�\v5.S.K /��j/ 5-6=-2715/0,6-7=-2715/0,7-8=-2049/0,8-9=-855/0 • V ` , BOT CHORD 16-17=0/1604,15-16=0/2487,14-15=0/2712,13-14=0/2712,12-13=0/2471,11-12=0/1605 \GENSF - WEBS 9-11=0/1103,8-11=-1043/0,8.12=0/617,7-12=-587/0,7-13=0/331,5-13=361/250,1-17=0/1108,2-17=-1036/0, i ■ 2-16=0/604,3-16=-624/0,3-15=0/663,4-15=-401/0 * , . 34869 NOTES (4-6) _ 1)Unbalanced floor live loads have been considered for this design. _ ,��/ �l''n•}]_d 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. — �J 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. — �j : Strongbacks to be attached to walls at their outer ends or restrained by other means. STATE OF 4)This manufactured product is designed as an individual building component. The suitability and use of this component for any F r�\�� particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. s c'•• L ORIOP • 0�,∎ 5)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. �/, v/ ��\\ 6)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL ////°N AV- \\\\' LOAD CASE(S) Standard I IL May 8,201! • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII•7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters 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 responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage.delivery,erection and bracing.consult ANSIRPt1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison.VN 53719. lob Truss ITruss Type Qty Ply 19770353 ;71402 F07 1FLOOR TRUSS 2 , 1 i A)Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fn May 08 08:01:31 2015 Page 1 ID:_8kMQOgICCVBYV7m4?yCCyToxk-HNxLI DhZNUH2t5kB1EiSDmWTY6wCC ?LrRTERzIdFI • 0-1-8 H I 13-0 I I I 1-9-12 0.48 Scale=1:34.0 • 1.5X3 = 7x8 11 4x6 II 2x6 II 3x6 II 4x6 11 4x6 11 2x6 II 5x6 11 1.54= 1 2 23 3 4 5 6 7 8 9 10 11 1 I T „ .1 nrosearAliMiewdr/Mall. •• ■IA.` /\' 1 fir= '/•1 1C1 t�II■a %U 4 u Id Y, 21 20 19 18 17 16 15 14 13 7x14 MT2OH= 5x6 11 4x6 I I 2x6 I I 2x6 I I 19-8-12 I 19-8-12 Plate Offsets(X,Y): 11:0-1-8,0-0-81,16:0-3-0,Edoel,17:0-3-0,Edgel,[11:0-1-8,Edge1,Ill:0-1-8,0-0-81 116:0-3-0,0-0-0L[17:0-3-0,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (roc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.65 Vert(LL) -0.28 18 >842 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.60 Vert(TL) -0.43 17-18 >538 240 MT2OH 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:161 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, BOT CHORD 2x4 SP M 31(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 22=2059/0-5-4 (min.0-1-8),12=1313/0-3-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \ I I I I I 1 I //// TOP CHORD 4-5=7041/0,5-6=-6978/0,176-7=-6629/0,7-8=-5600/0,/ 8 9=560010,9-10=-3876/0,041/0, .,, " \v5 S,k //�/�,i 10-11=-1472/0 ` \)\' 10ENS�c'••Yc<■ BOT CHORD 20-21=0/4839,19-20=0/7154,18-19=0/7225,17-18=0/6629,16-17=0/6629,15-16=0/6629, -- 14-15=0/4846,13-14=0/2869 * •• * - WEBS 11-13=0/1890,10-13=-1815/0,10-14=0/1333,9-14=-1283/0,9-15=0/977,7-15=-1630/0, _ / is 34869 — 7-16=0/471,1-21=0/3183,2-21=-3066/0,2-20=0/1533,3-20=-1531/0,3-19=397/0, _ /' / 4-19=0/339,5-18=-596/0,6-18=0/980,6-17=-652/0 — D • NOTES (8-10) 1)Unbalanced floor live loads have been considered for this design. STATE OF •• �� 2)All plates are MT20 plates unless otherwise indicated. •• •�"�\ - 3)All plates are 6x8 MT20 unless otherwise indicated. tS •••-L ORIO r •• v\�� 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. //7/S7O, • ;- �\\ 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. / 'V Al- \\� Strongbacks to be attached to walls at their outer ends or restrained by other means. ///!►I 1 I I 1 i\ 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1310 lb down at 3-11-8 on top chord. 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). 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-22=10,1-11=-100 Concentrated Loads(Ib) Vert:23=-1230(F) May 8,201( A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 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 paramenters 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 responsibillily of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison.tM 53719. . lob Truss Truss Type Qty IPly r 19770355 371402 F09 FLOOR TRUSS 7 1 .tub Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 08:01:32 2015 Page 1 ID_8kMQOglCcvBYV7m4?iycCyToxk-IZVkWKEJKg08f1Rwlllx RJeAyS8xil8aVA0mtzldFH • 0-1-8 H 1 1-3-0 1 1 1-8-8 I I 1.0-0 I le=1:27.2 4x4 = 4x4= 1.5x3 = 3x4 = 3x3 = 1.5x3 I I 3x3 = 1.5x3 I I 3x3= 3x4 = 1.5x3 = 1 2 3 4 5 8 7 8 9 T 419 .:36 /0141Atik /, •I/ ,1 ,t� li 20 4 ii 6. 17 16 15 14 13 12 11 n 3x3 = 4x5= 3x4= 1.5x3 II 3x3= 3x5 = 3x4= 4x5 = 3x3= I 16-1-0 I 16-1-0 • Plate Offsets(X,Y): f1:Edoe,0-1-81,[9:0-1-8,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.84 Vert(LL) -0.22 13-14 >882 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.60 Vert(TL) -0.34 13-14 >567 240 BCLL 0.0 Rep Stress Incr YES V3B 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:85 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP M 31(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 18=865/0-3-4 (min.0-1-8),10=865/0-3-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \ )1 1 1 I I I I j//// TOP CHORD 18-19=-864/0,1-19=863/0,10-20=-860/0,9-20=-859/0,1-2=-865/0,2-3=-2086/0,3-4=-2679/0,4-5=2679/0, �\� OS S:K ////, 5-6=-2767/0,6-7=-2767/0,7-8=-2080/0,8-9=-867/0 �\ -` .C, , BOT CHORD 16-17=0/1609,15-16=0/2679,14-15=0/2679,13-14=0/2834,12-13=0/2521,11-12=0/1626 \GENSF •`� WEBS 1-17=0/1115,2-17=-1035/0,2-16=0/663,3-16=-860/0,3-15=0/303,9-11=0/1119,8-11=-1055/0,8-12=0/631, • 7-12=-614/0,7-13=0/333,5-14=-401/185 ■ * •• * NOTES (4-6) - / e 34869 1)Unbalanced floor live loads have been considered for this design. _ ,./ / / _ 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. —' M. 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. -- 4... 11/Strongbacks to be attached to walls at their outer ends or restrained by other means. STATE OF 4)This manufactured product is designed as an individual building component. The suitability and use of this component for any F ' \ N. particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. -c�c (ORlO • .• 0i \\� 5)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. /ivv �N 6)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 1///°NIA\_ \�\\' LOAD CASE(S) Standard May 8,2011 t • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Apphcability of design paramenlers 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 responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSWIPtt Quality Criteria,DSB-89 and BCSII Building Component Beaeh,FL 33435 Boynton Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,V14 53719. rm lob Truss Truss Type Qty Ply • 1977(357 171402 F11 FLOOR TRUSS 11 1 I JSb Reference(optional) Builders FirstSource. Jacksonville,Fl 32244 7.350 s Sep 27 2012 MTek Industries,Inc. Fri May 08 08:01.34 2015 Page 1 I D:_8kMQOg I CcvBYV7rn4?rycCyToxk-hxdUx?GZsIGsvKbJsAoP3800g18pPYmR2of 7rmzld F F • 0-1-8 H I 1-3-0 I 1 - 1-10-12 i I 1-0-0 i 1 0.8-4 I 0-11T8 Scale=1:27.2 1.5x3 = 1.5x3 = 4x6 I I 3 x 6 1 1 3x6 I I 3 x 6 1 1 4x6 I I 6x10 = 2 x 6 1 1 245 I I 3 x 6 1 1 1 2 3 4 5 21 6 7 8 9 I T1T1 `Y s �+,. , fin. f %►, rri.i Es WO BA II• % 19 18 17 16 15 14 ,. 12 11 ►1 34 = 4x4= 34= 1.5x3 II 1.5x3 II 3x3 = 5x8= 34 II 3x4= 34= 3x3= I . 12-3-4 I 16-1-0 i 12-3-4 _ 3-9-12 Plate Offsets(X,Y): 11:0.1-8,0-0-81.17:0-3-0.Edgel.18.0-3-0,0-0-0],19:0-1-8,0-0-8].[12:0-1-8,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.06 17 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.09 16-17 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:108 lb FT=11%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, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing:13-14,12-13,11-12. REACTIONS (lb/size) 20=674/0-3-4 (min,0-1-8),10=-153/0-3-4 (min.0-1-8),13=1945/0-3-8 (min.0-1-8) Max Uplift 10=-298(LC 3) Max Gray 20=684(LC 10),13=2019(LC 9) \\` i 1 l i 1////// DVS S•% FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. -`\ •.• C TOP CHORD 1-20=-678/0,9-10=0/325,1-2=-692/0,2-3=-1557/0,3-4=-1810/0,4-5=-1671/0, \CENSk-'••.� 5-21=-310/0,6-21=310/0,6-7=0/537,7-8=0/537,8-9=0/536 - BOT CHORD 18-19=0/1286,17-18=0/1810,16-17=0/1810,15-16=0/1810,14-15=0/1495, _ * •• 13-14=-1044/0,12-13=-1044/0,11-12=537/0 / a 34869 — WEBS 1-19=0/893,2-19=-807/0,2-18=0/416,3-18=420/0,6-14=0/1720,5-14=-1607/0, r .�-5-15=-110/273,9-11=-682/0,8-11=0/336,6-12=0/747,7-12=-357/0,6-13=-2015/0 _lj 4i1 / � • W_.Jti /1... NOTES (8-10) — 4 ..... W[)JI _ 1)Unbalanced floor live loads have been considered for this design. STATE OF .•• 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 298 lb uplift at joint 10. - 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. S' •••.FL OR() ••••,O\�•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. f// v \ \ Strongbacks to be attached to walls at their outer ends or restrained by other means. / °N AV- \\ 5)CAUTION,Do not erect truss backwards. / //iii 1 1 1 1 11\\\ 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)804 lb down at 10-4-4 on top chord. 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). 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-20--10,1-9=100 Concentrated Loads(Ib) Vert:21=-724(F) May 8,201: 1 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-747J 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 paramenters 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 dung construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/Wit Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 I Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,IM 53719. • lob Truss Truss Type Qty 1Ply 19770359 171402 F13 FLOOR TRUSS 1 1 • I Jbb Reference(optional) I Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 08:01:34 2015 Page 1 ID_8kMQOgICcvBYV7m4?iycCyToxk-hxdUx?GZsIGsvKbJsAoP3sO2?I58PZPR2Of7rmzldFF • 0-1-8 HI 1-3.0 I I 1-10-12 I 1-0-0 1 Scae=1:20.8 1.5x3 = 1.5x3 = 4 x 6 1 1 3x6 I I 3 x 6 1 1 3x6 I I 4x6 I I 5x6 I I 1 2 3 4 5 15 6 TI T1 Y 'fflik ill .. h7 M/.A i h 11 hS 1 1 II-/ _ _ I1 13 12 11 10 9 8 M 3x3 = 455 = 3x4 = 1.5x3 II 1.5x3 II 3x3 = 4x6= 4x4 = 12-4-12 12-4-12 Plate Offsets(X,Y): r1:0-1-8,0-0-81,16:0-3-0,Edpe1,16:0-1-8,0-0-81,f7:Edge,0-1-81 LOADING (psf) ' SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.08 10 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.82 Vert(TL) -0.12 10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.04 7 n/a n/a BCDL 5.0 . Code FBC2010/TPI2007 (Matrix) Weight 81 lb FT=11%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, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 14=765/0-3-4 (min.0-1-8),7=1187/0-3-4 (min.0-1-8) FORCES (Pb)-Max.Comp./Max.Ten.-All forces 250(Pb)or less except when shown. \\\\ ' I I I I I 1///// TOP CHORD 1-14=760/0,6-7=-1179/0,1-2=-783/0,2-3=-1846/0,3-4=-2243/0,4-5=-2232/0,5-15=1157/0,6-15=-1163/0 \\ \OS S•% 1/f BOT CHORD 12-13=0/1457,11-12=0/2243,10-11=0/2243,9-10=0/2243,8-9=0/2179 �\ ,..\,`` 4 , WEBS 6-8=0/1501,1-13=0/1011,5-8=-1380/0,2-13=-914/0,2-12=0/604,3-12=-646/0 \CENSF '�� i NOTES (6-8) * 1)Unbalanced floor live loads have been considered for this design. _ . 34869 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. -' � H 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. _1-�1 ,, l is 34869 = Strongbacks to be attached to walls at their outer ends or restrained by other means. N v�l.. ` 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)696 lb down at 10-4-4 on top o� • chord. The design/selection of such connection device(s)is the responsibility of others. STATE OF .• _.- 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). A- P \ -, 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any Sl ORIO '�Q \\. particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. '>7 '.9/ ." \\\ Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. // 0 N A\.- \\\\ 8)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL ///1 1 I I I I I\\\ 33435 LOAD CASE(S) Standard 1)Floor.Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-14=10,1-6=-100 Concentrated Loads(lb) Vert:15=-616(B) t i- .8,201: • 1 ■ • ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 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 paramenters 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 responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication.quality control,storage,delivery,erection and bracing,consult ANSVTPI1 Quality Criteria.DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison.WI 53719. lob 'Truss Truss Type Qty IPly 19770361.71402 F15 FLOOR TRUSS 3 1 , Jbb Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 08:01:35 2015 Page 1 I D_BkMQOgICcvBYV7m4?iycCyToxk-A8Bs8LHBdbO)WUAVQtJec3xG59S 185nbGSPhNCzIdFE • 0-1-8 H I 1-3-0 1 1 1-9-0 1 1 1-0-0 1 scale=1:20.5 3x4 = 1.5x3= 3x3 = 3x3 = 34= 3x4 = 1 2 3 439 5 6 T1 - 15 I' 4 BM c iiii ......1 '' 1&_ ./ ... .../ _ . _ \ Ai rr AIL ►'. 13 12 11 10 9 B 7 3 4 = 3x5 = 34= 1.59 I I 1.54 I I 34 = 3x5 = 1.5x3 I I i 12-1-8 1 12-1-8 Plate Offsets(X,Y): 16:0-1-8,Edrel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loci) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.08 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.11 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 63 lb FT=11%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, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 14=650/0-3-4 (min.0-1-8),7=657/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\0111110, // TOP CHORD 14-15=-645/0,1-15=-645/0,6-7=-652/0,1-2=-624/0,2-3=-1398/0,3-4=-1604/0,4-5=-1393/0,5-6=-596/0 �� \v5 S./( '�/�j BOT CHORD 12-13=0/1167,11-12=0/1604,10-11=0/1604,9-10=0/1604,8-9=0/1139 '\� `� , WEBS 6-8=0/809,1-13=0/803,5-8=-756/0,2-13=-754/0,5-9=0/379,2-12=0/343,4-9=-425/0,3-12=388/0 \LENS,-''•�� i NOTES (5-8) = * •• * - 1)Unbalanced floor live loads have been considered for this design. _ / a 34869 — 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. - 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. _ 1. .�(,•1 ��}j`� Strongbacks to be attached to walls at their outer ends or restrained by other means. 7 LA .. 4)CAUTION,Do not erect truss backwards. 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any �" STATE OF . .��' particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. , ' \ - .FCOR10 . •' 6)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 61 .• t/ ■ 7)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL ''i,s/O N A1— �\ 8)Use Simpson THA422 to attach Truss to Carrying member ///1 1 1 1 1 1\\\ \\\\\ LOAD CASE(S) Standard i i- '8,201: A WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 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 paramenters 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 responsitillrty of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIRPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. i lob 'Truss Truss Type Qty IPly 19770363 1 :71402 F17 Floor Truss 1 1 I Jbb Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 08:01:36 2015 Page 1 I D:_8 kMQOgl CcvBYV7m4?iycCyToxk-eKIE Lh H q NvXa8elh_bgt9H TKUZpIt WYkV68 E Vezld F D • 0-1-8 --i 1 1-3-0 I i 1-9-0 1 0-I.8 Scale=1:27.7 4x4 = 4x4= 1.5x3= 3x4 = 3x3 = 1.5x3 II 3x3 = 1.5x3 II 3x3= 3x4= 1.5x3 = 1 2 3 4 5 6 7 8 9 T Tt 1 .I4Ii 1.10 ta Y P 17 16 15 14 13 12 11 �i1 3x3 = 4x5= 3 x 4 = 1.5x3 I I 3x3= 3x5= 3x4= 4x5= 3x3 = I 16-4-8 1 16-4-8 Plate Offsets(X,Y): (1:Edge,0-1-81,[9:0-1-8,Edael LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.89 Vert(LL) -0.24 13-14 >795 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.38 13-14 >511 240 BOLL 0.0 Rep Stress Inc r YES WB 0.54 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 86 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, BOT CHORD 2x4 SP M 31(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 18=881/0-5-4 (min.0-1-8),10=881/0-5-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \�\),1 1 l I 1 I f///// TOP CHORD 18-19=-881/0,1-19=-880/0,10-20=-877/0,9-20=-876/0,1-2=-883/0,2-3=2137/0,3-4=-2766/0,4-5=-2766/0, ‘3s K / 5-6=-2854/0,6-7=2854/0,7-8=-2130/0,8-9=-886/0 ��\--\``�\v • --' •; Z ,//i BOT CHORD 16-17=0/1641,15-16=0/2766,14-15=0/2766,13-14=0/2944,12-13=0/2590,11-12=0/1660 ■ v \GENS - �� i WEBS 1-17=0/1139,2-17=-1054/0,2-16=0/690,3-16=910/0,3-15=0/327,9-11=0/1143,8-11=-1077/0,8-12=0/654, 7-12=-640/0,7-13=0/358,5-14=-409/193 - •* % a 34869 — NOTES (4-6) /' r 1)Unbalanced floor live loads have been considered for this design. _ `�, I ♦r� ' 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. — - L4j . 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. �� .. 4./ Strongbacks to be attached to walls at their outer ends or restrained by other means. STATE OF _ -N. 4)This manufactured product is designed as an individual building component. The suitability and use of this component for any FL ORID P '. \ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ,0 •• `0■ 5)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. /// v 1 •• ��1 6)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL ////OfNIA'-,\ \\`� LOAD CASE(S) Standard May 8,201( 1 A WARNING-Vord),design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI/-7473 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 paramenters 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 responsbiltity of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIRPI1 Quality Criteria,DSB-89 and BCSI7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. lob Truss Truss Type Qty Ply 19770385 ;71402 IF19 GABLE 1 1 1 I Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 5 Sep 27 2012 MiTek Industries,Inc. Fri May 08 08:01:37 2015 Page 1 ID:_8kMQOgICcvBYV7m4?iycCyToxk-6WJcZ 1 ISBDfRmoJuYlL6hU0hZzlXc5lu kmunS4zldFC • 0-148 0.1.8 ri Scale=1:27.3 3x3= 1 2 3 4 5 6 7 B 9 10 11 12 13 T4 4-7 I -ii L 1 ST1 5T1 Sri ST1 sr1 ST1 ST1 ST1 srI 1 9C1 \.■!.. ..:.:•._. .:.01114-.:•.-4-.-.-.-.-.-.•.:•.•.•: lob Truss Truss Type City Ply 19770367 171402 F21 Floor Truss 1 1 1 Jbb Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 06 08:01:38 2015 Page 1 ID_8kMQOglCcvBYV7m4?'rycCyToxk-ajs?mNJ4vWnIOyu45?sLEiYs1NdpLX81zQdL_XzIdFB • 0-1-8 11---1 3x13 = 1-3-0 2 11.5x'1 II 0.6.4 3 115x3 H 43x3 = Scale=1:9.4 T • 9 , NM =MIMEO !:l -/ 3x3= 3x3 = 8" 7 6 5 3x3= 1.5x3 II I 3-7-12 I 3-7-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.07 Vert(TL) -0.00 7 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:23 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=184/0-3-4 (min.0-1-8),5=190/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \`\,`1 1 I 1 1 1////// NOTES (5-7) \\\ \vS'S•K //, 1)Unbalanced floor live loads have been considered for this design. �■ •`\ � . i 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ■ \CENS - ,`,C\ - 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. ! s 34869 5)This manufactured product is designed as an individual building component. The suitability and use of this component for any -' r particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. - ,/ • / AA•}j`�. CC _•6)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. �J.. 7)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL -- „4... :' IL 33435 •, STATE OF LOAD CASE(S) Standard A s FC A,O•R A•IO P -'� �\ 1/,IfIII0\ May 8,201( 1 ® WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1-7473 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 paramenters 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 responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality comrol,storage,delivery,erection and bracing,consult ANSIT PI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. lob Truss Truss Type Qty Ply 171402 HJO1 JACK-PARTIAL TRUSS 4 1 1 19770368 Job Reference(optional) Builders FirstSource, Jacksonville,Ft 32244 7.350 s Sep 27 2012 MiTek Industries.Inc. Fri May 08 08:01:39 2015 Page 2 ID:_8kMQOgICcvBYV7m4?iycCyToxk-2vQN jKiggv9?5TGfjNamv5tYmgv4yuAB4NuWzzldFA • LOAD CASE(S) Standard Concentrated Loads(lb) Vert:B=41(F=20,B=20)9=79(F=-39,B=-39)10=62(F=31,B=31)11=-8(F=-4,B=-4)12=-28(F=-14,B=-14) • 1 ► A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 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 paramenters 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 responsdillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSIRP11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach 33435 Safety Information available from Truss Plate Institute.583 D'Onofno Drive,Madison,WI 53719. .51 lob Truss Truss Type Qty Ply 19770370 171402 , HJO3 JACK-PARTIAL TRUSS 2 1 j Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 08:01:39 2015 Page 1 ID:_8kMQOglCcvBYV7m4?iycCyToxk-2vQN JKiggv9?5TGf)Namv5ufmof4wIAB4NuWzzldFA I -2-9-15 I 5-4-12 I 9-10-13 I 2-9-15 5-4-12 4-6-1 Scale=1:23.8 2.12 451+ Is2 3x4=-- 9 1 3 8 to or _ 0000000000.0040000000200.00000010.0000000000000.12 y 4 1 10 11 12 6 7 3x4 = 2x4 II 3x4 = 5 I 5-4-12 I 9-10-13 I 5-4-12 4-6-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) 0.06 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.11 6-7 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.32 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 41 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-4-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 4=114/Mechanical,2=420/0-7-12 (min.0-1-8),5=181/Mechanical Max Horz 2=124(LC 4) Max Uplift 4=-121(LC 4),2=-400(LC 4),5=-99(LC 8) Max Gray 4=139(LC 2),2=504(LC 2),5=241(LC 3) \\\\\ 1 1 I 1/////// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \ i TOP CHORD 2-8=-829/429,3-8=-792/439 \CEN4. • BOT CHORD 2-10=-489/787,10-11=-489/787,7-11=-489/787,7-12=-489/787,6-12=-489/787 - WEBS 3-6=-808/502 = * * -- / • 34869 NOTES (8-10) -- ' 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;End., _ .� � ��+nn•}J_�. _ GCpi=0.18;MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 `"3 -vyJ ... 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 �„ STATE OF •• �� will fit between the bottom chord and any other members. • \ - 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 121 lb uplift at joint 4,400 lb uplift at F�OR(O P•'• N� ( Y ) 9P Pa 9 P joint P rs `� joint 2 and 99 lb uplift at joint 5. /i/ S� �\��\ 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. // O N AL \\ 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)10 lb down and 33 lb up at /"// 1 1 1 1 1\\\\ 4-3-11,10 lb down and 33 lb up at 4-3-11,and 49 lb down and 93 lb up at 7-1-10,and 49 lb down and 93 lb up at 7-1-10 on top chord,and 3 lb down and 21 lb up at 1-5-3,12 lb down and 2 lb up at 4-3-11,12 lb down and 2 lb up at 4-3-11,and 42 lb down at 7-1-10,and 42 lb down at 7-1-10 on bottom chord. 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). 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-44,2-5=10 Concentrated Loads(lb) Vert:8=40(F=20,B=20)9=-79(F=-40,B=-40)10.14(6)11=-8(F=-4,B=-4)12=-28(F=14,B=14) May 8,201: A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual buil6ng component. Applicability of design paramenters 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 responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and txaung,consult ANSI/TPIt Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 • Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison.Wi 53719. lob Truss Truss Type Qty Ply 19770371 ;71402 701 Hip Truss :2 1 I J6b Reference(optional) Builders FirstSource, Jacksonville.Fl 32244 7.350 s Sep 27 2012 MiTek Industries.Inc. Fri May 08 08:01:41 2015 Page 2 I D:_8kM QOg ICcvB W 7 m4?iycCyToxk-_IY7PPLyCR9sF Pdf n8Q2sKACtaVYYkRTf Os?bszl dF8 NOTES (11-13) 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down and 237 lb up at 7-0-0,110 lb down and 106 lb up at 9-0-12,110 lb down and 106 lb up at 11-0-12,110 lb down and 106 lb up at 13-0-12,110 lb down and 106 lb up at 15-0-12,110 lb down and 106 lb up at 16-10-4,110 lb down and 106 lb up at 18-10-4,110 lb down and 106 lb up at 20-10-4,and 110 lb down and 106 lb up at 22-10-4,and 193 lb down and 237 lb up at 24-11-0 on top chord ,and 280 lb down and 110 lb up at 7-0-0,72 lb down at 9-0-12,72 lb down at 11-0-12,72 lb down at 13-0-12,72 lb down at 15-0-12,72 lb down at 16-10-4,72 lb down at 18-10-4,72 lb down at 20-10-4,and 72 lb down at 22-10-4,and 280 lb down and 110 lb up at 24-10-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 13)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-44,4-9=-44,9-12=-44,2-11=10 Concentrated Loads(lb) Vert:4=-157(8)7=-90(B)9=-157(8)17=191(B)13=-191(B)18=-90(B)19=-90(B)20=-90(B)21=-90(B)22=-90(B)23=-90(B)24=90(B)25=24(B)26=24(B) 27=-24(B)28=-24(B)29=-24(B)30=-24(B)31=-24(B)32=-24(B) A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473 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 paramenters 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 responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSITPI1 Quality Criteria.DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 CfOnofrio Dnve Madison,Nil 53719. lob Truss Truss Type Qty Ply 19770373 171402 103 Hip Truss 2 1 Jdb Reference(optional) Builders FirstSource, Jacksonville,F132244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fn May 08 08:01:43 2015 Page 1 ID_8kMQOg ICcvBYV7m4?iycCyToxk-xggug4NDk3PaUjn 1 uZSWx1GbdOBs0nOm6iL6fkzldF6 • I -2-0-0 I 5-10-14 I 11-0-0 I 15-11-8 I 20-11-0 I 26-0-2 I 31-11-0 f 33-11-0 i 2-0-0 5-10-14 5-1-2 4-11-8 4-11-8 5-1-2 5-10-14 2-0-0 Scale=1:58.9 5x6 = 2x4 II 5x6 = • 4.00 12 4 5 6 ■ 23 \\ i Ni II 4I 1 I. 2x4 i•� 7 d ■2 V 8 vt 1 � 9 12 10 11 4x5 = 4x5 = 3x4 = 5x8 = 3x4 = I 8.4-10 f 15-11-8 I 23-6-6 I 31-11-0 I 8-4-10 76-14 7-6-14 8-4-10 Plate Offsets(X.Y): 12:0-2-14,Edgel.18:0-2-14 Edgel.f11:0-40,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.32 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.46 10-11 >816 180 BCLL 0.0 • Rep Stress Ina YES WB 0.16 Horz(TL) 0.13 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:148 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=950/0-3-8 (min.0-1-8),8=950/0-3-8 (min.0-1-8) Max Horz 2=58(LC 16) Max Uplift 2=-423(LC 8),8=-423(LC 9) \\``\``CI I IcI I 1 /// Max Gray 2=1130(LC 2),8=1130(LC 2) \\� v?.•S /,/�/ FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \)\> �CENS�c'<��/� TOP CHORD 2-3=2727/1640,3-4=-2435/1461,45=-2312/1448,5-6=-231211448,6-7=-2435/1461, 7-8=2727/1639 = * •• * BOT CHORD 2-12=-1426/2520,11-12=-1068/2013,10-11=1078/2018,8-10=-1453/2533 / a 34869 WEBS 3-12=-371/338,4-12=-180/375,411=-170!433,5-11=-296/233,6-11=170/433, r - 6-10=-180/375,7-10=-371/338 _ .� ' / �� _ NOTES (8-10) — V��JJ1 1)Unbalanced roof live loads have been considered for this design. .- STATE OF . . 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End., ■ GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber �1 •'''•FL OR) . C� ■\\� DOL=1.60 plate grip DOL=1.60 "i/ v/ c. dt drainage prevent ponding. // 0 N A1_ \\\\\Provide adequate drains a to revent water 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. //01 11111\\ \ 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 423 lb uplift at joint 2 and 423 lb uplift at joint 8. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard May 8,201( A WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters sheen,and is for an individual budding component. Applicability of design paramenters 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 responsibillity of the Julius Lee PE. erector.Additional perm anent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and braang,consult rm ANSVTP11 Quality Criteria,058-89 and BCSI7 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison.Vd 53719. lob Truss Truss Type IQty Ply 19770375 ;71402 T05 Hip Truss 12 1 1 ( ,Jib Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 08:01:45 2015 Page 1 I D: 8kMOOgl CcvBYV7m4?iycCyToxk-t3neEmOTGgfijOxQOUOALuvBtq U UO3aOgCkdzldF4 1 -2-0-0 } 7-10-14 15-0-0 116-11-0 I 24-0-2 I 31-11_-0_ 33-11-0 2-0-0 7-10-14 7-1-2 1-11-0 7-1-2 7-10-14 ' 2-0-0 1 Scale=1:59.9 4x6 = 4x6 = 5 T.% 6 3x6% r. 3x6 4.00 3x4 7 3x4 4 ,n 3 b01 /P. 111 8 v'iI Xi 2 ate ° _ a _ 10 77 d • 4x5 = 15 14 13 12 11 4x5 = o 2x4 II 3x6 = 2x4 II 3x4 = 3x4 = I 7-10-14 I 15-0-0 116-11-0 1 24-0-2 I 31-11-0 7-10-14 7-1-2 1-11-0 7-1-2 7-10-14 Plate Offsets(X,Y): f2:0-2-14,Edge1,[9:0-2-14,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (roc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.30 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.45 14-15 >847 180 BCLL 0.0 • Rep Stress Incr YES WB 0.98 Horz(TL) 0.14 9 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 147 lb FT=20% • LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins. • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=950/0-3-8 (min.0-1-8),9=950/0-3-8 (min.0-1-8) Max Horz 2=-75(LC 17) Max Uplift 2=-406(LC 8),9=-406(LC 9) \\\\\\II I I)//// /// Max Gray 2=1130(LC 2),9=1130(LC 2) \\\\�\3S S,k 1/, J ; FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �CEN$F .`.C\ TOP CHORD 2-3=-2680/1608,3-4=-1863/1158,4-5=-1806/1176,5-6=-1738/1170,6-7=-1806/1176, � .- 7-8=-1863/1158,8-9=-2680/1608 ` * •• BOT CHORD 2-15=-1381/2464,14-15=-1381/2464,13-14=-850/1669,12-13=-850/1669, / a 34869 - 11-12=-1407/2476,9-11=-1407/2476 WEBS 3-14=-870/599,5-14=-182/342,6-12=182/342,8-12=-870/599 — .,j f� Z. NOTES (8-10) 41.• Vl C,1)Unbalanced roof live loads have been considered for this design. STATE OF ,• .��2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;End., N GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber Sl •••R-oR.••• ice\� DOL=1.60 plate grip DOL=1.60 ////:3-/ON �\\\3) \\ TProvide s ru truss abeenrdesigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. //' i Al- \ \\\ 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 406 lb uplift at joint 2 and 406 lb uplift at joint 9. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard _May 8,201: A WARNING-Veil!),design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 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 paramenters 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 responsibiltiy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery,erection and bracing,consult ANSITPH Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,yN 53719. lob Truss Truss Type Qty Ply I 1 19770377 171402 '107 GABLE 2 1 1 Job Reference(optional) Builders FirstSource, Jacksonville.Fl 32244 7.350 s Sep 27 2012 MiTek Industries.Inc. Fri May 08 08:01:48 2015 Page 1 ID:_8kMQOgICcvBYV7m4?iycCyToxk-HeTntoRLZb 1 taUf?h62hepzWRP2xh3EVG_2tLyzldF 1 -2-0-0 1 15-11-8 31-11-0 133.11-0 2-0-0 15-11-8 15-11-8 2-0-0 ' Scale=1:58.0 4x5 = 2x4 I I 2x4 I! 2x4 II 11 12 13 2x4 II 2x4 II 10 =' 14 2x4 II 5x6%2x4 11 9 . 15 2x4 I 1 5x6- 4.00 12 2x4 II 7 8 16 17 2x4 II • 2x4 II 8 �* 18 2x4 II re 2x4 II 5 +• r till� 19 2x4 II 2x4 II 4 20 2x4 II 3 u {M� � �killallill■-_21 n 2 ■ n r�N�.�i _, . i1s . a 231 , ._ : : :. w.mu .�Awiwzm w��m:�ow:�A∎o w.m:ism:u:.:m: :.: :w:w�: : :ew:wis.2.mw mmiow. :��:∎:�:�:�:�:�:�:�:�:�:�:wmu 3x4 = 44 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x4 = 2x4 II 2x4 II 2x4 II 2x4 II 2x4 11 2x4 11 2x4 II 2x4 II 2x4 II 5x6 =2x4 II 2x4 II 2x4 11 2x4 11 2x4 II 2x4 II 2x4 II 2x4 11 2x4 I I I 31-11-0 31-11-0 Plate Offsets(X,Y): 17:0-3-0.0-3-01.117:0-3-0.0-3-01.(33:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defi Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.03 23 n/r 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.04 23 n/r 120 BCLL 0.0 • Rep Stress Ina YES WB 0.05 Horz(TL) 0.01 22 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 188 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS All bearings 31-11-0. (Ib)- Max Horz 2=79(LC 12) \\\I► III/// Max Uplift All uplift 100 lb or less at joint(s)34,35,36,37,38,39,40,41,42,32,31,30,29,28,27,26, \\ •// 25,24 except 2=-143(LC 8),22=-153(LC 9) \\\\ �3S S:K /1r, Max Gray All reactions 250 lb or less at joint(s)33,34,35,36,37,38,39,40,41,42,32,31,30,29,28, ,\ --``\ •,• � i 27,26,25,24 except 2=253(LC 2),22=253(LC 2) �v \CEN$F'•-�� FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. _ * a 34869 — NOTES (10-12) r - 1)Unbalanced roof live loads have been considered for this design. -1 •./'' / ' Ce _ 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=24ft;Cat.II;Exp C;Encl., — — GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �� STATE OF ��, 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as ••- -ORIOP • ■. PP q 9 9 per ANSI/fP!1. S1 / 4)Gable requires continuous bottom chord bearing. ./// v/ A�•-- -..\--\\\\\ 5)Gable studs spaced at 1-4-0 oc. // r y A\. \ 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ///// 1 1 1 1 10 \0\\ 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)34,35,36,37,38, 39,40,41,42,32,31,30,29,28,27,26,25,24 except(jt=lb)2=143,22=153. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 12)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard May 8,201( i 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters stawn,and is for an individual budding component. I. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 6 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing.consult ANSVTPI1 Quality Criteria,DSB-89 and BC511 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison,WI 53719. ' lob 'Truss Truss Type Qty IPly ;71402 , 709 Common Truss 8 1 1 19770379' I Jab Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 08:01:51 2015 Page 1 I D:_8kMQOgICcvBYV7m4?iycCyToxk-i D9vVpTE rW PSRxOaMEbOF Rbtgcv6uJaxyyHXxHzId F_ I -2-0-0 I 8-4-10 I 15-11.8 I 23-6-6 31-11-0 I 2-0-0 8-4-10 7-6-14 7-6-14 8-4-10 Seale=1:56.0 4x6= 5 ii 3x6 ,, 4x6 \ 4.00 12 2x4 \\4 6 24 // F-11 3 oat 4� 7 r: m 2 8 o 11 12 10 13 9 455 = 3x8 3x4= 4x8= 3x4 = 1 10-10-15 I 21-0-1 I 31-11-0 10-10-15 10-1-3 10-10-15 Plate Offsets(X,Y): [2:0-2-14,Edgel,[6:0-3-O,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) -0.38 8-9 >996 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.76 8-9 >500 180 BOLL 0.0 • Rep Stress Incr YES WB 0.46 Horz(TL) 0.11 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 133 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied. T3:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-11-6 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=996/0-3-8 (min.0-1-8),8=893/Mechanical Max Horz 2=89(LC 12) \ 1 1 1 1 1 1///f/ Max Uplift 2=-403(LC 8),8=-301(LC 9) \ S S.K //��i Max Gray 2=1137(LC 2),8=1011(LC 2) ‘‘\ .)\\‘\\. \30. ••• i FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ENSF'•.�� TOP CHORD 2-3=2797/1652,3-4=2456/1450,45=239511469,5-6=-2418/1492,6-7=-2479/1474, * * 7-8=2822/1688 / a 34869 BOT CHORD 2-11=-1478/2579,11-12=-868/1686,10-12=-868/1686,10-13=-868/1686,9-13=-868/1686, r 8-9=_1519/2620 _ .� ; r��j� WEBS 5-9=-434f794,7-9=-566/515,5-11=-402/763,3.11=-5371486 t/�/t1 NOTES (7-10) �� STATE OF ... ,,.,:: 1)Unbalanced roof live loads have been considered for this design. / FCGRID& r�\�� 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=24ft;Cat.II;Exp C;End., r 1' � GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber ��v V f V �� 3)This truss has tbeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 77•f • l A�-,`�\��\ 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.0psf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=403,8=301. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 10)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard May 8,201: ■ • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 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 paramenters 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 responsbilliy of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSIITPII Quality Criteria,DSB-89 and BCSt1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onolno Drive,Madison,W 53719. lob Truss 'Truss Type Qty iPly 19770380 171402 , T10 HIP TRUSS 1 2 JSb Reference(optional) Builders FirstSource, Jacksonville.Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 08:01:53 2015 Page 2 ID_8kMQQglCcvBYV7m4?iycCyToxk ebGgwVUUN7g9hFYyUfdsLsgJFQdgMAmEPGme?9zldEy NOTES (11-13) 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)119 lb up at 2-8-15,50 lb up at 4-9-11,50 lb up at 6-9-11,50 lb up at 8-2-8,50 lb up at 9-7-5,and 50 lb up at 11-7-5,and 119 lb up at 13-8-1 on top chord,and 1001 lb down and 311 lb up at 2-2-12,1 lb down and 42 lb up at 2-8-15, 1001 lb down and 311 lb up at 4-0-0,3 lb down and 14 lb up at 4-9-11,1001 lb down and 311 lb up at 6-0-0,3 lb down and 14 lb up at 6-9-11,1001 lb down and 311 lb up at 8-0-0,3 lb down and 14 lb up at 8-2-8,1001 lb down and 311 lb up at 8-5-0,3 lb down and 14 lb up at 9-7-5,1001 lb down and 311 lb up at 10-5-0,3 lb down and 14 lb up at 11-7-5,1001 lb down and 311 lb up at 12-5-0,and 1 lb down and 42 lb up at 13-7-5,and 1001 lb down and 311 lb up at 14-2-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 13)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-44,2-3=-44,3-6=-44,6-7=-44,7-8=-44,9-13=10 Concentrated Loads(lb) Vert:3=50(F)6=50(F)11=-1761(F=5,B=-1766)12=15(F)10=15(F)14=20(F)15=20(F)16=20(F)17=20(F)18=20(F)19=-883(B)20 -883(B)21=5(F)22=-883(B) 23=5(F)24=5(F)25=-883(B)26=5(F)27=-883(B)28=-883(B) • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 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 paramenters 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 dung construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing.consult ANSIITPI1 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. lob (Truss Truss Type Qty Ply 19770381 01402 • T11 HIP TRUSS 11 1 I r ,Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri May 08 08:01:54 2015 Page 2 ID:_8kMQOgICcvBW1m4?yCCyToxk-6og27rV68Ro01P791 M95t4DPCpv751mOewVBXbzIdEx LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-4=-44,4-6=-44,2-5=10 Concentrated Loads(lb) Vert:3=-160(B)4-160(B)7-195(B)8=-195(B)9=-90(B)10=-24(B) • • 1 r ► A WARNING-Vonry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIi-7473 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 paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary tracing to insure stability during construction is the responsibillity of the Julius Lee PE. • erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay tabncation,quality control,storage,desvery.erection and bracing,consult ANSVTPII Duality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison.WI 53719. eigi F O R T E JOB SUMMARY REPORT Job.4te -- 01:Level Member Name i Results Current Solution Comments j BM1 Passed 2 Piece(s)1 3/4"x 16"1.9E Microllam®LVL Forte Software Operator Job Notes 10/14/2014 8:49:49 AM Garrett Bumgardner Forte v4.6,Design Engine:V96.1.1.5 BFS Job.4te (9041772.6100 1 garrett.bumgardner @bldr.com Page 1 of 2 August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 =II I ® MiTek Industries,Chesterfield,MO Page 1 of 1 =DEI Note:T-Bracing/ I-Bracing to be used when continuous lateral bracing 0o is impractical.T-Brace/I-Brace must cover 90%of web length. I 00 Note:This detail NOT to be used to convert T-Brace/I-Brace MiTek Industries,Inc. webs to continuous lateral braced webs. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss 2x4 or 2x6 or 2x8 10d 6"o.c. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length of T-Brace/I-Brace Web Size 1 2 (On Two-Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails � Brace Size for Two-Ply Truss Specified Continuous A- Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 C 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace WEB 2x8 2x8 T-Brace 2x8 I-Brace T-Brace/I-Brace must be same species and grade (or better)as web member. T-BRACE owii 111/0// \ \�\�J . �,�CENSF •.�� i Nails Section Detail ' •• N i 34869 •* _ ►� T-Brace =7° 6/22/11 Luz STATE OF •Web I � FCORIOP •• 0` ''SfONAL�'\\`'� Nails 1109 COASTAL BAY BOYNTON BC, FL 33435 Web I-Brace Nails • :JANUARY 1, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL SP I II I ® MiTek Industries,Chesterfield,MO Page 1 of 1 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER ,�� NO AND MUST AVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND 0o EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. A n 0 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH (��/( - AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek Industries,Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THREE END DETAILS SHOWN BELOW DIAM. SYP DF HF SPF SPF-S O .131 88.0 80.6 69.9 68.4 59.7 O .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR En .162 108.8 99.6 86.4 84.5 73.8 ILLUSTRATION PURPOSES ONLY of z .128 74.2 67.9 58.9 57.6 50.3 OJ .131 75.9 69.5 60.3 59.0 51.1 SIDE VIEW N .148 81.4 74.5 64.6 63.2 52.5 3 NAILS ; .� NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. F1 NEAR SIDE EXAMPLE: (3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3(nails)X 84.5(lb/nail)X 1.15(DOL)=291.5 lb Maximum Capacity ANGLE MAY ' ANGLE MAY ANGLE MAY VARY FROM VARY FROM VARY FROM 30°TO 60° 30°TO 60° 30°TO 60° 45.00° 45.00° 2' ' 45.00° ''.7/ ,--.....N, \\\ 1111111///,77 \\\ S'K.< \`,\\>..- ../...- �tCENSF ...- •• N a 34869 '� I`4I _. 6/22/11 ' /Li; STATE OF ._• : FLORID"••' C'j‘`� '' 7,/// N M-`00 1109 COASTAL BAY BOYNTON BC, FL 33435 STANDARD PIGGYBACK FEBRUARY 14, 2012 TRUSS CONNECTION DETAIL • ST-PIGGY-7-10 MiTek Industries,Chesterfield,MC I I= ® MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E I MD MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. ,oo CATEGORY II BUILDING oo EXPOSURE B or C WI, ,I y 0 DUCE IO )L_J`\V/I) DURATION OF LOAD INCREASE:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek Industries, Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131"X 3.5"TOE NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. A UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) 0.131"X 3.5'NAILS EACH. D-2 X_X 4'-0"SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON /,, INTERSECTION,WITH(2)ROWS OF 0.131"X 3"NAILS @ 4'O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH a� ®,� DIRECTIONS AND: '► 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR II ■11;C; MEMI1■UI■I■®uG,', 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM •mi gukai4 PIGGYBACK SPAN OF 12 ft. E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH C ■ MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72'O.C.W/(4)0.131"X 1.5"PER MEMBER.STAGGER NAILS FROM < OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: � dl�,`I REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On �,1`\\\,1\` PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE \., . TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE ` -..„.\\ I\\ TRUSS MITEK DESIGN DRAWING. I\\�1 SCAB CONNECTION PER `��tl\`,a`'�� NOTE D ABOVE , t \��'� N r 14,,L.,.. --4-owl\\ This sheet is provided as a Piggyback connection \`\ FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only.Building Designer is responsible for all /\ EACH FACE OF TRUSSES AT 48"O.C.W/(4)0.131"X 1.5"PER MEMBER. permanent bracing per standard engineering practices or \`\ STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint �;a.\ and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED ��\\v 1 I Iii 7',,, EXTEND THROUGH TO CAP TRUSS REQUIRING A VERTICAL WEB:BOTTOM CHORD / OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS �\ ,J..•.�‘CENSF• ..•MUST MATCH IN SIZE,GRADE,AND MUST LINE UP \ 317 AS SHOWN IN DETAIL. * ;• 2) ATTACH 2 x x 4'-0"SCAB TO EACH FACE OF N 1 34869 _ TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS — _ SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) -.,� I`+�I • W It z (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM -- O 3/ 9 12 :• .2 4 CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW i STATE OF •in BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS ■ P, �\•GREATER THAN 4000 LBS. ,/ ORID••. a, \\ ill 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS,`r 5) UMBER OF PLYS OF P GGYT C TRUSD O BOTCMATCH BASE TRUSS. //',, 'O NIA`-` \\\\\ THE PIGGYBACK AND THE BASE TRUSS DESIGN. 1109 COASTAL BAY BOYNTON BC, FL 33435 I FEBRUARY 14, 2012 Standard Gable End Detail • SHEET 2 00 ® MiTek Industries,Chesterfield,MO Page 2 of 2 • = ALTERNATE DIAGONAL 24�CIINC TO THE BOTTOM CHORD 00 L14/ J HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. �vr (SEE SECTION A A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek Industries, Inc. Roof Sheathing TO BLOCKING WITH(5)-10d COMMONS. MIME / 1'-3" I REF Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR NAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURLIN WITH TWO 16d NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT 1 I MAY RESULT FROM THE BRACING OF THE GABLE ENDS TRUSSES ji�161„.a� WITH TWO 16d NAILSEEACHH FFASTEN PURL N TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points � I SUPPORTING THE BRACE AND THE TWO TRUSSES if needed ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TOT TRUSSES WITH(2)-10d NAILS AT EACH END.5)TAOd C OMMON WIRE NAILS.BLOCKING WITH End Wall 4 ,am—� CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE At, FOLLOWING NAILING SCHEDULE. METHOD 2:ATTACH 2X_SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG i MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: -FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALL MEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6"O.C. -FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)NAIL ALL / MEMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) K ' MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. li ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTURAL �►' AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST CHORD TO RESIST ALLI OUT OF PLATNE LO�SU�P.' T'Q,FdT� OHOW N GABLE TRUSS ' /� \ gFF1l g •_,� �,�` IN THIS DETAIL IS FOR THE VERTICA;S�WDSc(�IWY.S•K ///// �o u — �� ./...• oCENSF ∎�/i i ,2 NOTE:THIS DETAIL IS TO BE USED ONLY FOR / *• N, 34869 STRUCTURAL GABLES WITH INLAYED _ STUDS.TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. —- • `,I — / .O.• 3/29/12 STATE OF .. ■ STANDARD / i !�LOR%O '. 0` ■ ■ GABLE TRUSS .i// s/ .....•••••! \. Ti \ .,N 110 9 /COASTAL BAY BOYNTON BC, FL 33435 ■ 6 • TECHNICAL BULLETIN • e',e April 2010 Bulletin TB-300 by Weyerhae,:ser Table 2A: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (Ibs)11I Fastener Type Hanger Wood USP WS Simpson SDS Beam Configuration Screw Type Length #Screws #Screws 2 4 6 8 2 4 6 8 1 ` FACE 131 3'/2' 1,435 2.870 4,305 5,740 2,040 4,080 6,120 8,160 3-ply 13/4" i • • (51/4' Beam) /!", TOP 1 21 3'/�' 720 1,435 2,155 2,870 1,020 2,040 3.060 4,080 i FACE 3W --- -- -- -- --- --- --- --- 31/2"+13/4" (51/." Beam) jri TOP(4) 3W 720 1,435 2,155 2,870 1,020 2,040 3,060 4,080 it ' 31/z"+1'/4" l FACE/ (5'/4" Beam) TOP 13) 3W 1,435 2,870 4.305 5,740 2,040 4,080 6,120 8,160 / I , • 3 1 FACE(2) 6"151 1,055 2,110 3.165 4,220 1,360 2,720 4,080 5,440 4-ply 19/4" ' I 7" Beam 1 ( ) I i : ' TOP(2) 6"151 705 1,405 2.110 2,810 905 1,815 2,720 3,625 1 r� 131 3W 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 i FACE 2-ply 19/4"+31/2" i 6"s 2,110 4,220 6,325 8.435 2,720 5,440 8,160 10,880 (7"Beam) i TOP(2) 31/2" 640 1,275 1,915 2,550 905 1,815 2,720 3.625 -: 6"15 705 1.405 2,110 2.810 905 1,815 2,720 3.625 i 2-ply 31/2" ] i t TOP(2)FACE/ (7" Beam) I }P 6""' 1,055 2,110 3,165 4,220 930 1,860 2.785 3,715 �_ I _--TI,t 2-ply 13/4"+ 31/2" I i i FACE/ 6"(5l (7" Beam) ' I TOP 131 1.055 2,110 3,165 4,220 1,360 2,720 4.080 5,440 / ' FACE(4) 6"(5) 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 2-ply VA"+ 31/2" 1 (7" Beam) . ; , l TO + P(4) 6"t57 705 1,405 2,110 2.810 905 1.815 2,720 3,625 i , 51/4"+ VA" FACE/ (7" Beam) TOP(3) 3'/2' 1,915 3,825 5.740 7,655 2.720 5,440 8,160 10,880 1. See page 4 for table General Notes, connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. 5. 6"SDS or WS screws can be used with Parallama:PSL and Microllare LVL. but are not recommended for TimberStrane LSL. Page 2 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser.'Level,MIcrollam.Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR CO 2010 Weyerhaeuser NR Company All rights reserved ■ TECHNICAL BULLETIN • eve April2010 by Weyerhaeuser Bulletin TB-300 Table 1, 2A, 2B General Notes • Connections are based on NDS 2005 or manufacturer's code report. • All plies must be the same material and grade. • Values are for 100% duration of load. Increase 15%for snow load or 25%for non-snow roof load conditions, where code allows. • Rotational effects should be considered for 7"wide beams loaded from one side only. • Capacities shown for face mount hanger conditions are based on 16d common (0.162"x 31/2") nails installed in the hanger. Other nails used for face mount hanger installations invalidate the capacities in these tables. • Verify adequacy of beam with all loads applied by using iLevel software or other methods. • See the iLevel Trus Joists Beams, Headers, and Columns Specifier's Guide (#TJ-9000)for required connections for uniform side loads. Bolt or Wood Screw Connection Details • 1/2" bolts-9/16" 0 maximum holes • 3/4" bolts 13/16'to maximum holes • Lead holes not required for wood screws N N Conc.Load Conc. Load m n° IL. • Conc.Load Conc.Load•61 61 o o N C1 • :T+ II W• 1/ • a • • • P • / • W� • • IL \EC \I\LC t 2' Max \ (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener Pattern Pattern Pattern Pattern Min. Beam Depth. Min. Beam Depth: Min. Beam Depth: d=7%"for%"0 bolts d=9Y4'for 1/"0 bolts d= 11'/:'for Y2"0 bolts d=9'/;'for 3/4"0 bolts d= 14"for'/,"0 bolts d= 16"for'/+"0 bolts Conc. Load Nailed Connection Detail Ca Ea w *STAGGER NAILS TO • • PREVENT SPLITTING • 0 • • • • • • • '/1 16d Sinker (typ) 1 �, \ \, 9" 1 (0.148" x3Y4") Typ. I (+/-1") L6 Nail Pattern]] 12 Nail Pattern 18 Nail Pattern Page 4 of 8 24 Nail Pattern w CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeverhaeuser.iLevel Microllam Parauam TimberStrand aid Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. • .. '® • I ! !l TECHNICAL BULLETIN March 2010 by Weyerhaeuser Bulletin TB-300 Connection Design Example Given the floor framing shown below, specify the necessary connections for the a 3-ply Microllam LVL beam supporting a 2-ply Microllam®LVL beam on one side and floor joists from the other side. The floor joists apply a 500 plf load to the side of the beam while the 2-ply beam reaction is 5,000 lbs. See the following page for the solution. Brg. (Typ.) I J L : • J 1 L J L -I L J L r< r ■ Additional 3-13/," x 14" Microllam® LVL Beam, Flush Connection ` - - Required for Concentrated Face Mount Hanger with 5,000 lbs Reaction Load L r IrN 2- x 1® Microll am LVL 14" 14" Floor Joists @ 24" o.c., Typ. roll Beam, Flush r 4'-0" 15'-0" Partial Framing Plan Page 6 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWevernaeJser (Level MicroL am Paallam TlmberStrand and Trus Jas:are registered trademarks and Forte Is a trademark of Weyerhaeuser NR 0:2010 Weyerhaeuser NR Company AL rights reserved • I �� TCe^ LIRIlr'' AI E7III I CTI ■, I I= Forte MEMBER REPORT Level, Floor: Flush Beam wfiwan 3 PIECE(S) 1 3/4" x 14" 1.9E Microllam® LVL PASSED r ni-1,--,grr. 1 _ 1 yr All Dimensions are Horizontal:Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF System:Floor Member Reaction(Ibs) 7595 Q 2'- 7809 Passed(97%) -- Member Type:Flush Beam Shear(lbs) 6837 @ 1'5 1/2" 13965 Passed(49%) 1.0 Building Use:Residential Moment(Ft-Ibs) 25215 a 4'11 7!8" 36387 Passed(69%) 1.0 Building Code:IBC Live Load Defl.(in) 0.356 it T 1 13/16- 0 489 Passed(U494) -- Design Methodology:ASD Total Load Defl.(in) 0.456 @ 7'1 718" 0.733 Passed(11386) -- • Deflection criteria:LL(U360)and TL(U240). I/ • Design results assume a fully braced condition where all compression edges(top and bottom)are properly braced to provide lateral stability. • Bracing(Lu):All compression edges(top and bottom)must be braced at 13'15116"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Total Available Required Support Reactions(lbs) Supports Bearing Bearing Bearing Dead/Floor/Roof 1 Snow Accessories 1 -Stud wall-Spruce Pine Fir 3.50- 3.50" 3.40- 1641/5955/0/0 Blocking 2-Stud wall-Spruce Pine Fir 3.50" 3.50' 2.33" 1164/4045/0/0 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Tnnutary widen Dead Floor Live Roof Live Snow Comments (0.90) (1.00) (nonsnow:1.25) (1.15) 1 -Uniform(PSF) 0 to 15' 1' 100 0 400.0 D 2 0 0 10'floor 2-Point(lb) 4' NIA 1000 4000 C 0 — ) Location Analysis Actual/Allowed Shear(Ibs)!LDF ActualMomnt le Allow(Ft ed Ibs/LDF Comments 1 -3' 6035/13965/1.0 19186 i 36387/1.0 BOLTS LEFT OF HANGER 2-5' 39 1 12569 1 0.9 25215 r 36387!1.0 BOLTS RIGHT OF HANGER Forte,*Software Operator Job Notes 3/25/2010 9:02:21 AM iLevelii Forte"'v1.1,Design Engine:V4.8.0.1 Page 1 of 1 Page 8 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com .Weyerhaeuser.!Level,Microllam,Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR (0 2010 Weyerhaeuser NR Company All rights reserved I