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604 TIMBER BRIDGE LN - REVISED TRUSSES \�� : y �\ CITY OF ATLANTIC BEACH J 800 Seminole Road ` - r Atlantic Beach,Florida 32233 Telephone(904)247-5800 FAX(904)247-5845 REVISION REQUEST SHEET /3 - .fAie -/lig Date: "a u its- Received by: Permit Nt1�er: -s _!Sd7 Resubmitted: /40 /.� Original Plans Examiner: _ 6-yJ Project Address: . , Project Name: Contractor: _ Contact Phone : t. Contact Name: Contact e-mail: Revision/Plan Check/Permit Fee(s)Due: Descri12tion of Pro osed Revision to Existin Permit: _36ir..a_rAci.ess.,,ils,,,,,„Aameam__________ III - •- u \I 1.--t0 III 1 II>]I: II Ii iii :iia Additional Increase in Building Value: Site Plan Revised: Ad ition. Public W/U Approval: By signing below.I(print name) is inclusive of the proposed changes. affirm that the above revision ; gnature of Contractor/Agent(Contractor must sign if increase in valuation) Date Office Use Only Date: (C7"/S' Approved: Rejected: Notified by: Plan Review Comments: 5 • n ...le 4erm. .1 -4 j Lie ' plo Cd A Co VC,C U + D- • . • - t review required Yes o ! Building = ning &Zoning r Tree Administrator Public Works Plans Examiner Public Utilities Public Safety /a �l�l Fire Services Date Crewed 8/20/15 Rev.2 DEARING HEIGHT SCHEDULE 10' 1-1/8" 20' 7" 19' 2-3/8" 41-11-00 12-09-00 16-05-00 12-09-00 iii .. " : .�.aa.;.;,„ 19' 5-1/8" T20 i M O p T20 O \\*I T21 0 2C3OS 1 T38 .104 ,8302A EJ03, 5-00-00 E303 NOTES: ,C-,03 EJ03 1 1)REFER TO 190 91(RECOw9ENDATI0N5 FOR i 4O HANDLING INSTALLATION AND TEMPORARY BRACI%1 4 003 .'" REFER TO ENGINEERED DRAWINGS FOR PERMANENT -303 i i o DEALING REQUIRED. i '0E1,3 O 2)ALL TRUSSES(INCLUDING TRUSSES UNDER X03 '' VALLEY FRAMING)MUST BE COMPLETELY I I I E102 DECKED OR REFER TO DETAIL Y105 FOR ALTERNATE DEALING REQUIREMENTS. 0 ,i-. 3. ALL VALLEYS ARE TO BE CONVENTIONALLY O 11;737 \ ) FRAMED BY BUILDER. pr. r n n I 4.)ALL TRUSSES ARE DESIC�JED FOR 2'0.c..ir'5� F IF F I IF 141- / 2-C8-00 MAXIMUM SPACING.LIME%OTHERWISE NOTED. A: T27 - 5) ALL WALLS SHOWN ON PLACEMENT T27 PLAN ARE CONSIDERED TO DE LOAD o DEARING.UNLESS OTHERWISE NOTED. EJ01 , 6-00-00 f .-"., 6,)5Y42 TRUSSES MUST BE INSTALLED WITH THE TOP DEIN6 UP. E01 '- I- 1- om \ I- en P N t- 1- I- .- 7)DEAWHEADERILNTEL(HDR)TO BE �,,,�/,,,s.,��,,.,,,.,�,,,�.,/ =ueiSHED BY BUILDER. 718 \ Ir 117 p O .. 717 n k4Frstsoue Builders 'T17 1. Jacksonville 11-05-00 9-09-08 9-03-00 11 05 08 PHONE 904-772-6100 FAX Q04-772-1973 41-11-00 Tama PHONE.813-621-9831 FA 813-6 - ' SHOP DRAWING REVIEW l* Freeport Ilk PHONE:850-835-4541 FAX B50-835-6835 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 Engineer identified below. This acknowledgment does not Jesse', the Delegated Engineer's responsi •hies associated with the preparation of said documents, nor relieve 5u IOU 7er from errors or omiss ins within the same. Holder Johnson R VED 0 APPROVED AS NOTED O Noir APPROVED 169 Atlantic Bch Country Club MINI lie.er 8/20/15 Custom l°.El DP5 � .a. PATE DMreDI of .,lifer,, i . ,A. d W9 4/24/15 DP5 656960 Mg 5 � FODUGT # ' 1630 . 2 - 1630 . 10 667J990 '° " 10656960 w 41-11-00 12-09-00 16-05-00 12-09-00 i. H N I" r :w 2 In :r 2 U1 N IA Ir( 4 N (r r i N N = ,. 0 i I i u I c i ao w ° o - co .+ I 'I- .� I r.0 i 1 1 N 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ° 1141 ( ce a'D.. I, 2-18 0"I'. I MI LL. :W 1I FG01 i G05 c T03 . T3 0 ° , LC T03 R� c c Q T02A r. N :'4 T02A Ii 02A -. 0 -/ T02 o! ° 0 O T02 n T02 N T01 20-10-00 i 1 21-01-00 41-11-00 VITEK PLATE MF OVAL Cc) 21 q7 . 2 - 21q74 , W JULIUS LEE PE. RE: 656960- 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: Holder Johnson Project Name: 656960 Model: Custom Lot/Block: 169 Subdivision: Atlantic Bch Country Club Address: Timber Ridge Ln. City: Atlantic Beach 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 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Floor Load: 55.0 psf Roof Load: 32.0 psf This package includes 5 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 a proval dates supersede and replace the previous drawings. No. Seal# 'Truss Name Date I1 110387602 F01 8/20/015 12 1110387603 IFO1A 18/20/015 1 *'' SHOP DRAWING REVIEW" 13 (110387604 1F02 1 8/20/015 1 "^- -'- 14 1110387605 I FO2A 8/20/015 the shop drawings to which this stamp is affixed have•tu'en reviewed for �5 1110387606 FG02 8/20/015 compliance with the design intent of the structural engeneering prepared by and the Professional Engineer identified below. This i:knowledgment does not lessen. the Delegated Engineer's responsibi es associated with the preparation of said documents, nor relieve 'El him or r from errors or omissions within the same. REVISION PPROV ' ❑APPROVED AS NOTED ❑NOT APPROVED BP# /S'' S 1=R -IS-07 DATE_ I c_,_/ „� n i Zibcf h A kaae(wav c■ 4/92"J SIGNED TtE.V/447 The truss drawing(s)referenced above have been prepared by MiTek \\��\vs iii K,/��% Industries, Inc. under my direct supervision based on the parameters \� �, .., , provided by Builders FirstSource(Jax). 'J.•' NSF •$% * : • 0869 ' Truss Design Engineer's Name: Julius Lee _ , = My license renewal date for the state of Florida is February 28, 2015. _-0 i /., p 1 - NOTE:The seal on these drawings indicate acceptance of - O '• • t professional engineering responsibility solely for the truss -n STATE of \_\ components shown. The suitability and use of this component %, F�oR�oP.•• �j\� for any particular building is the responsibility of the building ��"�;S�0NAL- ....„‘„,\.\ designer, per ANSI/TPI-1 Chapter 2. �i l i i i i i 1 l\August 20,2015 1 of 1 Julius Lee 110387603 556960 FO1A GABLE 1 1 Builders FirstSource, Jadcsonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries.Inc. Thu Aug 20 13:54:06 2015 Page 1 • ID:wCDOscCGWn8XZVAVpn5vuYyWAzb-M3J5BBgcmZcXRu4NIZzEVoDBBaOpFILs7pJ6ptylxEl s ' Stele=1:14.0 3x3 = I 3x3 = 2 3 4 5 6 7 TI W1 T1 Ti ST1 $T1 I //I Y •14 13 12 11 10 9 8 3x3= 3x3 = i 1-4-0 i 2-8-0 1 3-9-4 4-10-7 i 6-2-7 I 7-6-7 1-4-0 1.40 1-1-4 1-1-3 1-4-0 1-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina' YES WB 0.03 Horz(TL) -0.00 8 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:38lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 7-6-7 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 6-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 7-6-7. (Ib)- Max Gray All reactions 250 lb or less at joint(s)14,8,11,9,10,13,12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \`\\\\\` S( S.�•////o NOTES- (7-9) \ ``'V '•E�7,''••�� i• 1)All plates are 1.5x3 MT20 unless otherwise indicated. \ \C n1SF 2) Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). * 34869 •4)Gable studs spaced at 1-4-0 oc. _ If. - 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. _ -0 /./ _ 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. =73 Strongbacks to be attached to walls at their outer ends or restrained by other means. - 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any % U • STATE OF particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. �w��` 8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. '•-FLORIDP' V Z 9)Truss Design Engineer Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 SS1/ �� \\� LOAD CASE(S) Standard v ` //,,ONgL \\. 1/III10\ August 20,201: 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 parsmenters 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 ANSIITPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,VA 53719. 356960 FO2A Floor 6 1 110387605 Job Reference(ootional) Builders FirstSource, Jadtsonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries.Inc. Thu Aug 20 13:54:07 2015 Page 1 • lD:wCDOscCGWnBXZVAVpnSwYyWAzb gFtTOXhEXsk031faJGUT2?mHPzFw 9vr?MT3fMJyIxEk I 1-3-0 I I 2-0-7 3x3 = s ► Scale=1:14.0 3x3 = 1 3x3= 2 3 3x3= 4 TI• W7 W1 4 k \\\/__ B1 : 3x3 = 3x3= 10 9 8 7 6 5 1.5x3 II 1.5x3 II 1.5x3 II 1.54 II ). 1-4-8 6-1-15 I 7-6-7 1.4.8 4-9-7 1-0.8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in NO 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) -0.04 8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.40 Vert(TL) -0.04 8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:39 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) 10=408/Mechanical,5=408/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-401/0,4-5=401/0,1-2=-317/0,2-3=-621/0,3-4=-317/0 \\\\\1 1 1 1 I///// BOT CHORD 8-9=0/621,7-8=0/621,6-7=0/621 \\�\ vs S.K /// WEBS 4-6=0/431,1-9=0/431,3-6=-413/0,2-9=-413/0 \__‘\ ` // NOTES- (5-8) �v \CENSF••.��/":., 1) Unbalanced floor live loads have been considered for this design. • 2) Refer to girder(s)for truss to truss connections. * / a 34869 • 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. _ r — 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. _ ' j�/ I A Strongbacks to be attached to walls at their outer ends or restrained by other means. _- _ 5)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. % ,� STATE OF .: ill .- 6) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. - •7)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 • F_LORiOA •••( 8) Use Simpson LUS46 to attach Truss to Carrying member / SS5 �\� LOAD CASE(S) Standard ////,,ON IAL. August 20,201: A WARNING-Verify 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 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 ANSVTPII Duality Criteria,DSB-89 and BC5I1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. u 556960 FG02 !Flat Truss 1 110397806 2 Job Reference(optionall Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Aug 20 13:54:09 2015 Page 2 ID:wC DOscC G Wn8)(ZVAVpn5vuYyWAzb-and?DpCiU3U_51 Lpy Rh Wx7QrUjnquS,J3lgnYmQCytxEi NOTES- (13-16) 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)285 lb down and 192 lb up at 2-0-12,398 lb down at 2-1-12,285 lb down and 192 lb up at+1-0-12,398 lb down at 4-1-12,285 lb down and 192 lb up at 6-0-12,398 lb down at 6-1-12,285 lb down and 192 lb up at 8-0-12,398 lb down at 8-1-12,285 lb down and 192 lb up at 10-0-12,398 lb down at 10-1-12,and 398 lb down at 11-3-4,and 285 lb down and 192 lb up at 12-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 13) 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. 14) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 15) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 16) Use Simpson HGUS28-2 to attach Truss to Carrying member LOAD CASE(S) 1) Regular:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-6=-430,7-12=10 Concentrated Loads(Ib) Vert:8=-550(F=-324,B=-226)13=-550(F=-324,B=-226)14=-550(F=-324,B=226)15=-550(F=-324,B=226)16=550(F=-324,B=226)17=-324(F)18=-226(13) 2) Regular Only:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 1-6=-528,7-12=10 Concentrated Loads(Ib) Vert:8=-327(F=-101,B=-226)13=-327(F=101,B=-226)14=327(F=101,B=-226)15=-327(F=101,B=-226)16=-327(F=-101,B=-226)17=101(F)18=226(B) 3) IBC BC Live:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-6=-215,7-12=-30 Concentrated Loads(Ib) Vert:8=-109(B)13=109(B)14=-109(B)15=-109(B)16=109(B)18=-109(B) 4) MWFRS Wind Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) • Vert:1-6=101,7-12=-6 Concentrated Loads(Ib) Vert:8=188(B)13=188(B)14=188(B)15=188(B)16=188(B)18=188(B) 5)MWFRS Wind Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=101,7-12=-6 Concentrated Loads(Ib) Vert:8=188(B)13=188(B)14=188(B)15=188(B)16=188(B)18=188(B) 6)MWFRS Wind Left Positive:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-144,7-12=10 Concentrated Loads(Ib) Vert:8=192(B)13=192(8)14=192(8)15=192(B)16=192(B)18=192(B) 7) MWFRS Wind Right Positive:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-6=144,7-12=10 Concentrated Loads(Ib) Vert:8=192(8)13=192(B)14=192(B)15=192(B)16=192(6)18=192(B) 8) MWFRS 1st Wind Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pif) Vert:1-6=101,7-12=-6 Concentrated Loads(Ib) Vert:8=188(B)13=188(8)14=188(B)15=188(B)16=188(B)18=188(B) 9) MWFRS 2nd Wind Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=101,7-12=-6 Concentrated Loads(Ib) Vert:8=188(6)13=188(8)14=188(B)15=188(8)16=188(8)18=188(B) 10) MWFRS 3rd Wind Parallel:Lumber Increase=1.60,Plate Increase=1.60 , Uniform Loads(plf) Vert:1-6=101,7-12=6 Concentrated Loads(Ib) Vert:8=188(B)13=188(B)14=188(6)15=188(B)16=188(6)18=188(B) 11) MWFRS 4th Wind Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=101,7-12=-6 Concentrated Loads(Ib) Vert:8=188(B)13=188(6)14=188(B)15=188(8)16=188(6)18=188(B) 12) MWFRS 1st Wind Parallel Positive:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-144,7-12=-10 Concentrated Loads(Ib) Vert:8=192(B)13=192(B)14=192(B)15=192(B)16=192(B)18=192(8) 13) MWFRS 2nd Wind Parallel Positive:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-144,7-12=10 Concentrated Loads(Ib) Vert:8=192(6)13=192(6)14=192(B)15=192(B)16=192(B)18=192(B) 14) Live Only:Lumber Increase=0.90,Plate Increase=0.90 Pit.metal=0.90 Continued on page 3 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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. Appkcabiliy 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 responsibilkty 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 ANSITPII 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. 110387606 356960 FG02 Flat Truss 1 2 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.630 s Jul 9 2015 MiTek Industries,Inc.Thu Aug 20 13:54:09 2015 Page 4 ID:wCDOscCGWn8XZVAVpn5vuYyWAzb-md?DpCiU3U 51LpyRhWx7QrUjnquSw3 lgnYmQCylxEi LOAD CASE(S) • Concentrated Loads Olt Vert:8=-285(B)13=-285(B)14=-285(B)15=-285(B)16=285(B)18=285(B) 30) Reversal:MWFRS Wind Right Positive+Regular.Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-436,7-12=10 Concentrated Loads(Ib) Veil:8=-285(B)13=285(B)14=285(B)15=-285(B)16=-285(B)18=285(B) 31) Reversal:MWFRS 1st Wind Parallel Positive+Regular:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-436,7-12=-10 Concentrated Loads(Ib) Vert:8=-285(B)13=-285(B)14=285(B)15=-285(B)16=-285(B)18=-285(B) 32) Reversal:MWFRS 2nd Wind Parallel Positive+Regular:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-436,7-12=10 Concentrated Loads(lb) Vert:8=-285(B)13=285(B)14=-285(B)15=285(B)16=285(B)18=-285(B) A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 pararnenters 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 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. `. ' JULIUS LEE PE. RE: 656960- 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: Holder Johnson Project Name: 656960 Model: Custom Lot/Block: 169 Subdivision: Atlantic Bch Country Club Address: Timber Ridge Ln. City: Atlantic Beach 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: ASCE 7-10 Wind Speed: 130 mph Floor Load: 55.0 psf Roof Load: 32.0 psf This package includes 65 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 No. Seal# Truss Name Date 1 19695444 EJ01 4/24/015 18 19695461 F10 4/24/015 2 19695445 EJ02 4/24/015 19 19695462 F11 4/24/015 3 19695446 EJO2A 4/24/015 20 19695463 F12 4/24/015 4 19695447 EJ03 4/24/015 21 19695464 FG01 4/24/015 5 19695448 EJ04 4/24/015 22 19695465 FG02 4/24/015 6 19695449 EJ05 4/24/015 23 19695466 FG03 4/24/015 7 19695450 EJ06 4/24/015 24 19695467 FG04 4/24/015 8 19695451 EJ07 4/24/015 25 19695468 FG05 4/24/015 9 19695452 F01 4/24/015 26 19695469 TO1 4/24/015 10 19695453 F02 4/24/015 27 19695470 T02 4/24/015 11 19695454 F03 4/24/015 28 19695471 TO2A 4/24/015 12 19695455 F04 4/24/015 29 19695472 T03 4/24/015 13 19695456 F05 4/24/015 30 19695473 T06 4/24/015 14 19695457 F06 4/24/015 31 19695474 T07 4/24/015 15 19695458 F07 4/24/015 32 19695475 TO8 4/24/015 16 19695459 F08 4/24/015 33 19695476 109 4/24/015 17 19695460 F09 4/24/015 34 19695477 T10 4/24/015 The truss drawing(s)referenced above have been prepared by MiTek �00\11111/0/,i Industries, Inc. under my direct supervision based on the parameters �."\ vs S'K ii0 provided by Builders FirstSource(Jax). �� .J.`' N . .. ,• Truss Design Engineer's Name: Julius Lee * o 34869 • My license renewal date for the state of Florida is February 28, 2017. _ . ./ A t _ NOTE:The seal on these drawings indicate acceptance of — O •. r '`w�.�''S professional engineering responsibility solely for the truss T STATE OF components shown. The suitability and use of this component ', F�oRioP. ' G�� for any particular building is the responsibility of the building �'".;S�ONA1- ��\ designer, per ANSI/TPI-1 Chapter 2. �'1011 1 ■t\April 24,2015 1 of 4 Julius Lee .....,,. wry rry 19695444 i56960 EJ01 Jack-Open Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:28:46 2015 Page 1 ID:wCDOscCGWn8XZVAVpn5vuYyWAzb-vHOggTDtvHwpfAGUa8UbdpB51 FNbjch7UDxWoKzNU_F I •2-0-0 I 2-11-0 I 2-0-0 2-11-0 ` ` Scale=1:18.4 3 7.00 3x5 i ,,-�, N 1 wimmeiminii '/ 5 4 2x4 I I 3x4= I 2-11-0 I 2-11-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 4-5 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a 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 2-11-0 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=211/0-3-8 (min.0-1-8),3=20/Mechanical,4=14/Mechanical Max Horz 5=131(LC 12) Max Uplift 5=-87(LC 12),3—34(LC 12),4=-45(LC 12) Max Gray 5=256(LC 2),3=34(LC 21),4=42(LC 3) \\ \\1 1 1 l l I!1/y�/ \\ \3S ,/ FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \ __`` • 1/ TOP CHORD 2-5=282/202 •. . J 'LENS. .•.-< NOTES (6-8) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;Encl., / a 34869 GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions — /�1 shown;Lumber DOL=1.60 plate grip DOL=1.60 _ ,A ' / rn.}J`� 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �J'.... 3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide j 4.. 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 87 lb uplift at joint 5,34 lb uplift at joint 3 ' • and 45 lb uplift at joint 4. c� '�L0 9 `�\�� 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. %;�5/ l�' �\\\\ 6)particular ar bui ding is the responsibility of the building designer per ANSI TPI 1 asreferenced ll by the u building code.component for any //y y/'11 1 1 1 `‘\\\ 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 April 94,201! 1 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7471 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 ANSITPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,1M 53719. ..,._ . vty my 19695446 156960 EJO2A Jack-Closed Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:28:47 2015 Page 1 ID:wC DOscC G Wn8XZVAVpn 5 VUYy WAzb-NTa22pDVGb2g HKrg7s?g9okHJehdS3LHjtg3KmzN U_E 1 -2-0-0 I 4-3-11 1 5.0.0 I t 2-0-0 4-3-11 0-8-5 3 4 Scale=1:20.5 4x5 i I I >x4t1 3x4 = 1 5-0-0 1 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.03 2-5 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.05 2-5 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 26 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=104/Mechanical,2=248/0-3-8 (min.0-1-8) Max Horz 2=174(LC 12) Max Uplift 5=-81(LC 12),2=-143(LC 12) \\ I 1 I J/ // Max Gray 5=122(LC 2),2=299(LC 2) \\011 // �,J��uS.S:K ��0•FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \� NOTES (7-9) \ \CEN$F ,(1/4 �i 1)Wind:ASCE 7-10;Vult--l3omph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;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 — �� 2)Provide adequate drainage to prevent water ponding. — 13 ,,� ' ( Ct _ 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. =74.." — 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. STATE OF ��- 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 81 lb uplift at joint 5 and 143 lb uplift at • F joint 2. s ,(ORIO,- •••`G ■• 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �j/ S� �\\\� 7)This particular building is the responsibility of the building designer per ANSI TPI 1 aserefe referenced d by the building code. for any �i,//1 NIA -\\\\\� 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 LOAD CASE(S) Standard I ApriL24,201: I 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.Tres design is based only upon parameters shown.and is for an individual building component. Applicability 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 buiking designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,W 53719. ..,. 111.100Iyw VW pity 19695448 156960 EJ04 Jack-Closed Truss 1 1 Job Reference(optional) Builders FkatSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc Fri Apr 24 14:28:48 2015 Page 1 ID:wCDOscCGVVn8XZVAVpn5vuYyWAzb-rg8QF9E81 uAXuUQshZX3iEGS321 gBWeQyXQdsCzNU_D I -2-0-0 I 2-11-11 I 5-0-0 I v • 2-0-0 2-11-11 2-0-5 3 4 Scale=1:16.5 4x5 7,,,g I ry 7.00 12 N WWI 1 il rm.jimmimiammmihmil■lq ,/ 5 ■■ 1 2x4= 3x5 = • I 5-0-0 I 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.03 2-5 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.05 2-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 25 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=104/Mechanical,2=248/0-3-8 (min.0-1-8) Max Horz 2=136(LC 12) Max Uplift 5=-63(LC 9),2=153(LC 12) \\ `�l l 1110/ // Max Gray 5=122(LC 2),2=299(LC 2) \1 / FORCES (Ile)-Max.Comp./Max.Ten.-All forces 250(Ile)or less except when shown. `� NOTES (7-9) �J 10ENSF'••�� 1)Wind:ASCE 7-10;Vult=13Omph(3 second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;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 — * 1 ,fa 34869 shown;Lumber DOL=1.60 plate grip DOL=1.60 — �� 2)Provide adequate drainage to prevent water pending — /1. rA-♦]`�. • 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `N • J'..... 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 b .: 14.1 _ will fit between the bottom chord and any other members. STATE OF -- 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 63 lb uplift at joint 5 and 153 lb uplift at p ' - joint 2. s •.• LORIOP` -'`('∎ 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. S 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any '777 �p N Al- � ` particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. /"I f f I II l 1 `` 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 LOAD CASE(S) Standard April 24,201! 1 f A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 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 responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the buiking 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 from Truss Plate Institute.583 D'Onofrio Drive.Madison,W 53719. .v.. 1114.1.0 IruaaUFO 41y rip 19695450 156960 EJ06 Jack-Open Truss 2 1 Job Reference(optional) Builders FiratSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:28:49 2015 Page 1 ID:WCDOscCGWn8XZVAVpn5vuYyWAzb-JsioTUFmoCIOWd?3FH2IFRpi9SPxwzLaAB9APfzNU_C I 2-3-5 I 4-0-0 I ` 2-3-5 1-8-11 Scale=1:17.2 3 7.00 12 I r 2 Mil B1 1 4x5= CV 1 O N g a LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.03 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.01 2 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:18 lb FT=20% LUMBER BRACING TOP CHORD 2x8 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=109/0-3-8 (min.0-1-8),4=9/Mechanical,3=99/Mechanical Max Horz 1=112(LC 12) Max Uplift 1=-34(LC 12),3=-105(LC 12) Max Gray 1=129(LC 2),4=26(LC 3),3=134(LC 21) \\\`11 1 l I I l////// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\`�\vs•�7 {� /�� V C i NOTES (7-9) �CENSF'•.• 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;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 _ / a 34869 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -13 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 = •�L�' ��Q� . Ce will fit between the bottom chord and any other members. .• �NJ .. 4)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �� (V capacity of bearing surface. STATE OF ■ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 34 lb uplift at joint 1 and 105 lb uplift at r •• F ' \ -Z joint3. S1 ••OR..•• � �� c1 \''\ \� 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /j/ 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any // N A1- ��\ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. .//1►(I I I 1 1 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 LOAD CASE(S) Standard April r)4,201: 1 t A WARNING-Verily 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 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 ANSYIPI1 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. Air 1 .. — ..w, � Ivry rty 19695452 158960 F01 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:28:50 2015 Page 1 ID:wCDOscCG WnBXZVAVpnSvuYyWAzb-n2GBggGOZWQFBnaFp_ZXnfMSmsINfQ 1jPrvjxSzNU_B Scale=1:31.0 3x3= 34 = 1 2 3 4 5 8 7 8 9 10 11 12 13 14 T1 •• y 1 a : �Y �Y v 28 27 26 25 24 23 22 21 20 19 18 17 18 15 3x3 = 3x3 = 1 - rte: 4 5-• r 7--4 : : 9- 7 r • 11-4-11 -•14 1 17-1-16 14 1-5-4 1-5-4 1-5-4 1-5-4 1-5-4 1-5-4 r 7-15.7-15 1-5-4 1-5-4 1-5-4 1-5-4 1-5-4 1-5-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid 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 Inc( YES WB 0.04 Horz(TL) -0.00 15 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:83 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied 0110-0-0 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 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:27-28,15-16. REACTIONS All bearings 18-6-14. (lb)- Max Gray All reactions 250 lb or less at joint(s)28,15,16,17,18,19,20,21,27,26,25,24,23,22 \\\\1 1 I I I I j /// / FORCES (Ile)-Max.Comp./Max.Ten.-All forces 250(Ile)or less except when shown. `\\\\ \.\S S K 11/, I NOTES (7-9) V i 1)All plates are 1.5x3 MT20 unless otherwise indicated. \ JV \CEN4. • 2)Gable requires continuous bottom chord bearing. i 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). * / a 34869 4)Gable studs spaced at 1-5-4 oc. — ' 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. — ' „7.1 r _ 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. - S — trongbacks to be attached to walls at their outer ends or restrained by other means. U 7)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. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. s c1' .01�ORIDP' •'\� ■ 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL ///61//,as:. j7/u/ N A` ..\ \\ 33435 'V LOAD CASE(S) Standard ///If11111\\\ April 74,201! 1 r A WARNING-Verily 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. Appicability of design peramenters 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 ANSIRPI1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. .,..�,lW way my 19695454 156960 F03 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville.Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc Fri Apr 24 14:28:51 2015 Page 1 ID:wCDOscCGWn8XZVAVpn5vuYyWAzb-FFgZtAGOKpY5lx9RMi4mKsu1kG5VOtKseVeHTXzNU A . • 1 1 2 3 4 5 Scale=1:10.6 11 y ST1 ST1 5T1 W1 4 I tit 10 9 8 7 6 I 1-5-4 I 2-9-12 I 4-2-3 I 5-7-7 I 1-5-4 1-4-8 1-4-7 1-5-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (hoc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.09 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BOLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:25 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-7-7 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. OTHERS 2x4 SP No.3(flat) REACTIONS All bearings 5-7-7. (Ib)- Max Gray All reactions 250 lb or less at joint(s)10,6,8,7,9 \\\\0\111110/i/ FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\--`` v S S K 4,(\///// NOTES (7-9) �\ w \CENSF•• , 1)All plates are 1.5x3 MT20 unless otherwise indicated. • 2)Gable requires continuous bottom chord bearing. " * * i 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). ! a 34869 4)Gable studs spaced at 1-5-4 oc. _- 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. — ./(,., rA-}j`A W _ 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. v�J'.... Z Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)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. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. ;(1,0t9./.;' ��ORItJ P \� . 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL /, //, O A'^` '\....\•• \ \ LOAD CASE(S) Standard //1111111\\\\ I•I 4,201: A WARNING-Verify 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 responstltlity 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 ANSUTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Thus Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. . - ,...,o ..WO..yyc %•thy cry - 19695456 156960 F05 Floor Truss 5 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:28:52 2015 Page 1 I D:wC DOscCG Wn8XZVAVpn5vuYy WAzb-jROx5 WHe57gyN5kdwpb?s4 R4Jfltj7Fm0t90g0zzNU_9 1 1-3-0 1 1 2-1-7 1 1-9-0 I C Scale=1:36.6 3x4= 3x4= 1.5x3 I I 1.5x3 I I 3x5 = 3x6 FP= 1.5x3 I I 4x4 = 1 2 3 in4 6 7 8 9 10 11 12 13 9 IAIAI rS____ _—�'i� a up 27 26 25 24 23 22 20 19 18 17 16 1 14 1.5x3 I I 3 x 4 = 3x6 FP= 3x4 = 1.5x3 I I 3x4 = 1.5x3 I I 3x4 = 2x4 I I 4x4 = 20-11-15 1 1-4-8 I 8-8-15 1 10-0-11 11-4-7 1 17.1- 1 19-7-7 1 20-11-3 ��-S1� 1-4-8 7-4-7 1-3-12 1-3.12 5-9-0 2-6-0 1-3-12 b{r0 0-0-12 Plate Offsets(XV): f12:0-1-8,Edgel,113:0-1-8,Edael LOADING (psi) SPACING 2-0-0 CSI DEFL in (Doc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.07 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.10 17-18 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.34 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 110 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 6-0-0 oc bracing. REACTIONS (lb/size) 27=502/Mechanical,21=1194/0-3-8 (min.0-1-8),15=1598/0-3-8 (min.0-1-8) Max Gray 27=523(LC 14),21=1195(LC 3),15=1616(LC 4) \\�111%t 1 1 f i 1//// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\ \OS S,/t //// TOP CHORD 1-27=-522/0,1-2=-452/0,2-3=-994/0,3-4=-994/0,4-5=-994/0,5-6=-292/58, �� .• ( / 6-7=-355/159,7-8=-355/159,8-9=-1054/0,9-10=1054/0,10.11=893/36,12-13=0/382 \)\' `CEN$F .�� BOT CHORD 25-26=0/850,24-25=0/994,23-24=0/732,22-23=-453/0,21-22=-453/0,20-21=-453/0, 19-20=-70/797,18-19=0/1054,17-18=0/1054,16-17=109/682,15-16=-382/0 • WEBS 6-21=-1144/0,12-15=-716/0,1-26=0/614,6-23=0/658,2-26=-555/0,5.23=-657/0, / a 34869 — 5-24=0/473,12-16=0/717,6-20=0/650,11-16=-694/0,8-20=-668/0,11-17=0/292, — // r 8-19=0/485,13-15=-1000/0 =- -,``/ I • fx _.20 NOTES (6-9) — • U . . 1)Unbalanced floor live loads have been considered for this design. STATE OF 2)All plates are 3x3 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r F�ORID . •'``�•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. //ss� •••• `"\\\\\` \ Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. ///// I l l t 1\� 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 9)Use Simpson LUS46 to attach Truss to Carrying member LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-27=-10,1-13=100 Concentrated Loads(Ib) Vert:13=-944 April 74,201: I A WARNING-Verify 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 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 responsriillity 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 BCSl1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 53719. ., ISM, I/ua. rusetype uty rry 19695458 156960 F07 Floor Truss 5 1 I Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc Fri Apr 24 14:28:53 2015 Page 1 ID:WCDOscCGWn8XZVAVpn5vuYyWA b-BdxJIslGsRop?FJgU66EPH_FO3Zkse195p70YOZNU_8 0-1-8 • H I 130 I 1 1-6-8 1 10-9-15 1 • Scale=1:28.6 4x4 = 1.5x3 = 1.553 II 3x8 II 6x8 = 2x6 II 2x6 II 6x8 = 1 2 3 4 5 6 7 24 8 9 10 11 T1 /00.81s4 a!• Et imarii ar��atratatatatatentw 21 20 19 18 17 18 n 14 13 12 4x4 = 1.5x3 II 4x5 = 4x4 II 4x4 = 3x4 = I 13-4-4 I 17-2-15 I 13-4-4 3-10-11 Plate Offsets(X,Y): f1:Edae,0-1-81,l9:0-3-0,Edgel,110:0-3.0,0-0-01,f11:0-3-0,Edgel,f13:0-1-8,Edgel f14:0-1-8,Edeel LOADING (psf) SPACING 2-0-0 CSI DEFL in (hoc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.56 Vert(LL) -0.12 19-20 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.93 Vert(TL) -0.18 19-20 >872 240 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.03 15 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 102 lb FT=11%F,1196E 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:15-16,14-15,13-14. REACTIONS (lb/size) 22=687/0-3-8 (min.0-1-8),12=483/Mechanical,15=2442/0-3-8 (min.0-1-8) Max Uplift 12—74(LC 3) Max Gray 22=694(LC 10),12=689(LC 4),15=2442(LC 1) \\�\\\1 I I I I////// \\\ vS S•r\, 1// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ♦ ■\� •• 4� // TOP CHORD 22-23=-687/0,1-23=686/0,11-12=-673/101,1-2=-670/0,2-3=-1551/0,3-4=-1787/0, ••. \CENSF -.•• % 4-5=-1787/0,5-6=-1441/0,6-7=-1447/0,8-9=-484/317,9-10=484/317,10-11=-484/317 BOT CHORD 20-21=0/1261,19-20=0/1789,18-19=0/1787,17-18=0/1787,16-17=0/1118,15-16=816/0, i•14-15=-816/0,13-14=-317/484 * ./ • 34869 WEBS 8-15=-2432/0,1-21=0/862,8-16=0/1253,2-21=822/0,7-16=-1190/0,2-20=0/403, 7-17=0/493,3-20=332/0,5-17=-576/0,8-14=0/1155,11-13=-405/619,9-14=-654/0, — 'D /. ��#�. _ 10-13=-404/185 vyJ NOTES (7-10) % �� STATE OF . . 1)Unbalanced floor live loads have been considered for this design. r '• F[OF2I0P Z 2)All plates are 3x3 MT20 unless otherwise indicated. t.2 \G \ 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 74 lb uplift at joint 12. //S \\\\ 4)"Semi-rigid pilchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /// /0 N AL \\ 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. //'iii I I 10\ \ Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 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 LUS46 to attach Truss to Carrying member LOAD CASE(S) Standard 1)Floor.Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(p1f) Vert:12-22=-10,1-24=100,11-24=-400 April 24,201: 1 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. Appfcability of design paramemers 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 responsbitliy of the Julius Lee PE. erector.Additional permanem 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 ANSUWPl1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofao Drive.Madison.WI 53719. ...., 114100 irua*Iyyc wry rry 19695460 158980 F09 Floor Truss 2 1 Job Reference(optional) Builders Frosource, Jacksonville,F132244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:28:54 2015 Page 1 ID:wCDOscCG Wn8XZVAVpn5vuYyWAzb-ggVh WCJvdkwgcPu02gdTyV WU IT59bCpJKTtx4szNU_7 0-1-8 • e I-1 1 1-3-0 I I 2-1-8 I 3x3 = Scale=1:10.9 1 3x3 = 2 3x3 II 3 3x3 II 4 11 9 10 1.5x3 — 1.5x3= W2 =L1 . 31.1 B1 3x6 = 8" 7 6 3x6 = 3x3= 3x3 = I 5-7-8 I 5-7-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (hoc) I/deft Ud PLATES GRIP " . ' ' TOLL 40.0 Plates Increase 1.00 TO 0.26 Vert(LL) -0.01 7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.15 Vert(TL) -0.01 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 34 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc puffins, 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=289/0-3-8 (min.0-1-8),5=289/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 8-9=-284/0,1-9=-284/0,5-10=-284/0,4-10=-284/0,1-2=299/0,2-3=-299/0,3-4=-299/0 \\\�+1 1 I Ipi I 1 I//// BOT CHORD 6-7=0/299 \\\ SOS S•K 1/, WEBS 1-7=0/372,4-6=0/372 ‘\ J\' 10EN*. • (� '' NOTES (4-6) i 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. * ' a 34869 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. r Strongbacks to be attached to walls at their outer ends or restrained by other means. _1 ._ , I -_•4)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. vi '. 5)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. STATE OF •• . . 6)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL ' \ ■ 33435 �1 '•.FLORID".'' (•j �∎ LOAD CASE(S) Standard //77V/0 \\\ //, l t�l`1ti\\\\ April 4,201: 1 h A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 BEFORE USE. Design valid for use only with MRek connectors.This design is based only upon parameters shown,and is for an individual building component. Appkcabiliy 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 ANSUTP11 Quality Criteria,DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,•Wl 53719. Boynton Beach.FL 33435 RinJ mruaa IlUbbtype 4ry My 19695462 156960 F11 Floor Truss 2 1 Job Reference(optional) Builders FiMSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:28:54 2015 Page 1 ID:wCDOscCGWn8XZVAVpn5vuYyWAzb-ggVhWCJvdkwgcPu02gdTyVWMIT ob6jJICrtx4szNU_7 0-1-8 H I 1.3.° I I 2-1-8 I Scale=1:28.4 4x4 = 1.5x3= 3x4 = 3x3 = 3x6 = 3x3 II 3x4 = 304 = 4x4 = 1 2 3 4 5 6 7 8 T1 iie 'N WI WV Am& � _ !. ►_ . 16 15 14 13 12 11 10 9 3x3 = 4x5 = 354 = 3x3 = 3x3 II 3x6= 3x4 = 455 = 1.5x3 II I 16-9-0 16-9-0 Plate Offsets(X,Y): f1:Edae,0-1-81,f8:0-1-8,Edoel LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.81 Vert(LL) -0.23 13-14 >862 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.35 13-14 >573 240 BCLL 0.0 Rep Stress Ina YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 88 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 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 (Ib/size) 17=905/0-5-8 (min.0-1-8),9=911/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \ �,1 1 I I I I////// TOP CHORD 17-18=-900/0,1-18=-899/0,8-9=-907/0,1-2=-909/0,2-3=2218/0,3-4=-2920/0,4-5=-3064/0,5-6=-3064/0, ` \\\�`vs S.K I////•6-7=-2172/0,7-8=876/0 •\--`` BOT CHORD 15-16=0/1708,14-15=0/2709,13-14=0/3064,12-13=0/3064,11-12=0/2670,10-11=0/1681 ∎) ‘CENS -••.∎� ■ WEBS 1-16=0/1173,2-16=-1111/0,2-15=0/709,3-15=-682/0,3-14=0/397,414=-472/91,8-10=0/1191,7-10=-1119/0, ■ 7-11=0/684,6-11=-692/0,6-12=0/740,5-12=-302/0 - * '• / a 34869 NOTES (5-8) — ' 1)Unbalanced floor live loads have been considered for this design. _"U -i i al. 34869 • Ce _ 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. — 734. v�J .. — 3)Recommend 2x6 srongbacks,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. % • STATE OF .•' _�� 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 '' .��GRID . ''\C) 'S particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ,//611 �`�� 6)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. is,/ N A \\ 7)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL ////III 1 1 \\\ 33435 8)Use Simpson LUS46 to attach Truss to Carrying member LOAD CASE(S) Standard April P4,201! ■ WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 BEFORE USE Design valid for use only with MRek 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 responsibiRity 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,W1 53719. .w rri,ao tru„iyire ILary Ply 19695464 156960 FG01 Flat Truss 1 2 Job Reference(optional) Builders FiratSotnrca, Jacksonville,F132244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:28:56 2015 Page 1 ID.wCDOscCGWn8XZVAVpn5vuYyWAzb-cCdSxuK99MAOsi 1 P9Fgx1 wciKHh13?IbnnM291zNU_5 I 3-1-0 I 6-2-0 I • 3-1-0 3-1-0 Scale=1:11.7 5x6= 2x4 II 5x6 1 2 3 —T1 W1 W1 W2 W1 W2 81 7 5 8 10x12= 6 2x4 I I 4 2x4 II I 3-1-0 I 6-2-0 I 3.1-0 3-1-0 LOADING (psf) SPACING 2-0-0 CSI OEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.80 Vert(LL) -0.05 5 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.08 5 >877 180 BCLL 0.0 • Rep Stress Inca NO WB 0.63 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 68 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2:2x4 SP No.2 REACTIONS (lb/size) 6=2778/0-3-8 (min.0-1-10),4=2684/0-3-8 (min.0-1-9) Max Uplift 6=-352(LC 4),4=-352(LC 4) \\\``,1 1 1 f 1////// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\`�‘3S S.K //�/ TOP CHORD 1-6=-2048/323,1-2=-4224/538,2-3=4224/538,3-4=-2048/323 ♦ V WEBS 1-5=-566/4443,2-5=-2327/444,3-5=-566/4443 , \CENSF' , ,(∎ NOTES (11-13) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: ' * i a 34869 Top chords connected as follows:2x4-1 row at 0-9-0 oc. '" Bottom chords connected as follows:2x6-2 rows staggered at 0-8-0 oc. — 7O ,I�� 'AA•♦j`�- •• Et _ Webs connected as follows:2x4-1 row at 0-9-0 oc. v�J 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to U '. ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. -% STATE OF ., . ■ 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;End., FCORIOP. �w\�� GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 c� \v 4)Provide adequate drainage to prevent water ponding. f// &� !_\ �� 5)Concentrated loads from layout are not present in Load Case(s):#3 IBC BC Live;#4 MWFRS Wind Left;#5 MWFRS Wind Right;#6 // U N AX- �i \\\ MWFRS Wind Left Positive;#7 MWFRS Wind Right Positive;#8 MWFRS 1st Wind Parallel;#9 MWFRS 2nd Wind Parallel;#10 /0111110\ \ MWFRS 3rd Wind Parallel;#11 MWFRS 4th Wind Parallel;#12 MWFRS 1st Wind Parallel Positive;#13 MWFRS 2nd Wind Parallel Positive;#18 MWFRS Wind Left Positive+Regular,#19 MWFRS Wind Right Positive+Regular;#20 MWFRS 1st Wind Parallel Positive+Regular;#21 MWFRS 2nd Wind Parallel Positive+Regular. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 352 lb uplift at joint 6 and 352 lb uplift at joint 4. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)902 lb down at 0-10-12,and 902 lb down at 2-10-12,and 902 lb down at 4-10-12 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 itallIASEMICSiandarri April 24,201! i A WARNING•Verify 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 budding component. Applicability of design pararnenters 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 ANSUTPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 53719. ..,•••∎• ,rte ny r-ry 19695465 156960 FG02 Flat Truss 1 2 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:28:56 2015 Page 1 ID:wCDOscCGWn8XZVAVpn5vuYyWAzb-cCdSxuK99MAOsi1 P9FgxlwcggHZK3wubnnM291zNU_5 I 2-7-10 I 5-1-9 I 7-7-7 i 10-1-6 I 12-9.0 I 2-7-10 . 2-5-14 2-5-14 2-5-14 2-7-10 Scale=1:21.3 2x4 II 4x10 = 2x4 II 4x16 = 3x5 II 1 4x12 = 2 3 4 5 6 T7 W W3 W2 W3 W3 W2 ,W3 — � W4 .. il — B1 F — 13 11 14 10 15 9 16 8 17 18 (E 124x5 II 10x14 = 2x4 II 6x10 = 4x10 II 8x10 I 2-7-10 I 5-1-9 I 7-7-7 I 10-1-6 I 12-9-0 I 2-7-10 2-5-14 2-5-14 2-5-14 2-7-10 Plate Offsets(X,Y): 17:0.6-8,0-4-01,f11:0-5-12,0-5-01 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.91 Vert(LL) -0.25 9-10 >601 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 1.00 Vert(TL) -0.43 9-10 >347 180 BCLL 0.0 • Rep Stress Incr NO WB 0.91 Horz(TL) 0.06 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 142 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc purlins, BOT CHORD 2x6 SP SS except end verticals. WEBS 2x4 SP No.3'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W1:2x4 SP No.2,W2:2x4 SP No.1 REACTIONS (lb/size) 12=4635/0-5-8 (min.0-2-12),7=5370/Mechanical Max Uplift 12=-806(LC 4),7=-1131(LC 4) \\ 11 1 1 I I!1 1!//// .\` ANS.S•K. '%, FORCES (Ile)-Max.Comp./Max.Ten.-All forces 250(Ile)or less except when shown. �■,J� LENS ��•C� TOP CHORD 1-12=-4070/728,1-2=-9560/1648,2-3=-9560/1648,3-4=15282/3001,4-5=-15282/3001, '• , - 5-686/139,6-7=-703/141 - BOT CHORD 12-13=-115/660,11-13=-115/660,11-14=-2869/15448,10-14=-2869/15448, = * * 10-15=-2869/15448,9-15=2869/15448,9-16=-2142/10818,8-16=-2142/10818, _ / • 34869 '- 8-17=-2142/10818,17-18=-2142/10818,7-18=-2142/10818 �� _.13 WEBS 1-11=-1642/9536,2-11=1234/240,3-11=-6308/1309,3-10=-154/1205,3-9=-490/0, — -�i :�.' x _ 4-9=-1203/226,5-9=-921/4783,5-8=-252/1308,5-7=-10856/2146 t NOTES (12-15) % 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: STATE OF . ■Top chords connected as follows:2x4-1 row at 0-7-0 oc. c� ■ . LORIOP' •' r\ Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. �sl� \�� Webs connected as follows:2x4-1 row at 0-9-0 oc. /// 4O N AL �� 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to //0/111 1 1 \\\ ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=1 Bft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide metal plate or equivalent at bearing(s)7 to support reaction shown. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 806 lb uplift at joint 12 and 1131 lb uplift at joint 7. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)739 lb down at 2-1-12,739 lb down at 4-1-12,226 lb down and 192 lb up at 6-0-12,739 lb down at 6-1-12,226 lb down and 192 lb up at 8-0-12,739 lb down at 8-1-12,226 lb down and 192 lb up at 10-0-12,739 lb down at 10-1-12,and 739 lb down at 11-3-4,and 226 lb down and 192 lb up at 12-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Continued on page 2 ApriL24,201: ■ • ® WARNING•Verify 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 Miss 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 ANSITfPI1 Quality Criteria,05689 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. ,.....,. , ..,aIyNa Way try 19695466 156960 FG03 Flat Truss 1 2 Job Reference(optional) Builders FirslSouroe, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:28:57 2015 Page 1 ID WCD08cCGWn8XZVAVpn5vuYyWAzb-4PBg8ELnwflFTscbjyBAZ78uzg OoPLI0R5bhBzNU 4 I 3-0-0 I 5-10-4 i 8-8-8 11-8-8 3-0-2 2-10-4 2-10-4 3-0-0 • Scale=1:19.5 1 4x10 —_ 2x4 4 II 3x8= 2x4 II 4x10 = 3 4 5 T, 0 0 . W7 W1 W2 W7 W2 W1 W2 -WI 34 9 8 7 //��I 11 5x14= 12 2x4 II 13 5x14 = 14 10 5x6 I1 6 5x6 I I I 3-0-0 I 5-10-4 I 8-8-8 I 11-8-8 I 3-0-0 2-10-4 2-10-4 3-0-0 Plate Offsets(X,Y): 16:Edge.0-3-81 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.75 Vert(LL) -0.16 8 >861 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.25 8 >558 180 BCLL 0.0 • Rep Stress Incr NO WB 0.83 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 129 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-6 oc purlins, BOT CHORD 2x6 SP SS except end verticals. WEBS 2x4 SP No.3'Except BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2:2x4 SP No.2 REACTIONS (lb/size) 10=2762/0-5-8 (min.0-1-13),6=2888/0-3-8 (min.0-1-13) \\1 1 I I I 1/ Max Uplift 10=-543(LC 4),6=-543(LC 4) \\ / Max Gray 10=3046(LC 2),6=3034(LC 2) \\\\\\\t\S S.K /,'i/// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �� ,J�V\LENS '�` /� TOP CHORD 1-10=-2640/480,1-2=-615511099,2-3=-6155/1099,3-4=6156/1099,4-5=-6156/1099, \� 5.6=2640/480 BOT CHORD 10-11=-102/566,9-11=-102/566,9-12=-1589/6890,8-12=-1589/8890,8-13=-1589/8890, / . 34869 — 7-13=-1589/8890,7-14=102/566,6-14=102/566 �1\e/t6 WEBS 1-9=-1052/5895,2-9=-1488/287,3-9=-2884/516,3-8=-37/443,3-7=-2884/516, — ' lid ' r 4-7=-1488/287,5-7=1052/5896 i ...... NOTES (11-13) STATE OF •• .. 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: FL OR 10 P.•'• G\•Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. /�s •"• `�\\ Webs connected as follows:2x4-1 row at 0-9-0 oc. //// /'N A1- \\ 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ///1 1 1 1 1 1 1\\\\ ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)Concentrated loads from layout are not present in Load Case(s):#3 IBC BC Live;#4 MWFRS Wind Left;#5 MWFRS Wind Right;#6 MWFRS Wind Left Positive;#7 MWFRS Wind Right Positive;#8 MWFRS 1st Wind Parallel;#9 MWFRS 2nd Wind Parallel;#10 MWFRS 3rd Wind Parallel;#11 MWFRS 4th Wind Parallel;#12 MWFRS 1st Wind Parallel Positive;#13 MWFRS 2nd Wind Parallel Positive;#18 MWFRS Wind Left Positive+Regular;#19 MWFRS Wind Right Positive+Regular;#20 MWFRS 1st Wind Parallel Positive+Regular;#21 MWFRS 2nd Wind Parallel Positive+Regular. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 543 lb uplift at joint 10 and 543 lb uplift at joint 6. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 April 94,2011 ■ ■ 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 shown,and is for an individual buildng component. APPicability 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 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 ANSVTPII Quality Criteria,DSB489 and BCSl1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison,WI 53719. , ........ ,..00. way rry 19695467 158960 FG04 Flat Truss 1 Job Reference(optional) Builders FntSo sce, Jaksonville,Fl 32244 7.350 s Sep 27 2012 MTek Industries,Inc Fri Apr 24 14:28:57 2015 Page 1 3-1-12 f D:MCDOscCGWn8XNAVpn5vuYyWAz PBg8ELnwflFTscbjyBAZ78w2g6noTrtoRSbhBzNU_4 I 3-1-12 3-1-12 Scale:1=1* 6x8= but II 6x8 = 1 2 3 —1-1 W1 VV1 VV2 W2 W1 l B1 —/ 5 4 5x8 = 6 2x6 II 2x6 II I 3-1-12 I 6-3.8 I 3-1-12 3-1-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (roc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(LL) -0.03 5 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.15 Vert(TL) -0.04 5 >999 180 BCLL 0.0 • Rep Stress Ina NO WB 0.54 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight 61 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=1073/0-5-8 (min.0-1-8),4=4491/Mechanical Max Uplift 6=232(LC 4),4=971(LC 4) Max Gray 6=1311(LC 2),4=5489(LC 2) \\\`,t 1 1 1 1 1 1///// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\ OS S.K //// TOP CHORD 1-6=1263/232,1-2=-2155/381,2-3=2155/381,3-4=5441/972 \ WEBS 1-5=404/2281,2-5=-1532/300,3-5=-404/2281 \ \ ,J\,\ •\CENSF'•.�� '� NOTES (11-14) " * ..• .* 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: / a 34869 Top chords connected as follows:2x4-1 row at 0-7-0 oc. —Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. _ ..1 �� _ Webs connected as follows:2x4-1 row at 0-9-0 oc. j i 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to 0 ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. STATE OF . . . 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;Encl., r •. P.,ORIDP. ' �� GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 `G 4)Provide adequate drainage to prevent water pondin AI "' !r\`\ 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i'y A�- \ \ \ 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide /I I/1 1 1 1 1 1\\ \ will fit between the bottom chord and any other members. 7)Provide metal plate or equivalent at bearing(s)4 to support reaction shown. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 232 lb uplift at joint 6 and 971 lb uplift at joint 4. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)4178 lb down and 739 lb up at 6-1-12 on top 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 14)Use Simpson HGUS28-2 to attach Truss to Carrying member LOAD CASE(S) Standard i Continued on page 2 April 24,201! it it ® 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 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,deivery.erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 etOnofrio Drive.Madison,Nt 53719. ,.... 114100 rruarypa Idly ny 19895488 158960 FGOS Flat Truss 1 2 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 Mi fek Industries.Inc. Fri Apr 24 14:28:58 2015 Page 1 ID:wCDOscCGWn8XZVAVpn5vuYyWAzb-YbICLZMPhzQ650BnHgiP6Lh?t4lYXslwF4r9DdzNU 3 I 2-9-4 I 5-4-12 I 8-0-4 I 10-9-8 I 7-94 2-7-8 2-7-8 2-9-4 Scale=1:19.1 4x10= 2x4 II 2x4 II 4x10= 1 2 3 4 5 T1 a VV2 W1 Vr1 W1 W2 W1 W2 W1 B1 - 9 8 7 5x12= A 1t 5x12 = 12 10x14 II 13 14 10 8 5x10 MT2OH I I 5x10 MT2OH I I I 2-9-4 I 5-4-12 I 8-0-4 I 10-9-8 I 2-9-4 2-7.8 2-7-8 2-9.4 Plate Offsets(X,Y): f6:Edge,0-3-81,17:0-2-4,0-2-121,18:0-2-12,0-5-01,19:0-5-12,0-2-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.99 Vert(LL) -0.17 8 >762 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.82 Vert(TL) -0.27 8 >465 180 MT2OH 187/143 BCLL 0.0 • Rep Stress Ina NO WB 0.76 Horz(TL) 0.03 6 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 120 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins, BOT CHORD 2x6 SP SS except end verticals. WEBS 2x4 SP No.3"Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2:2x4 SP No.1 REACTIONS (lb/size) 10=4284/0-3-0 (min.0-2-8),6=4233/0-3-8 (min.0-2-8) Max Uplift 10=-629(LC 4),6=629(LC 4) \\\\\1 1 I I f 1 1///// �vs.S'K -%, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �� `� •• TOP CHORD 1-10=-3489/556,1-2=-8106/1173,2-3=-8106/1173,34=8135/1173,4-5=8135/1173, ■ \CEN.S A. 5-6=-3502/556 BOT CHORD 10-11=-102/655,9-11=-102/655,9-12=-1697/11693,8-12=1697/11693, -- * ... 8-13=1697/11693,7-13=-1697/11693,7-14=-102/651,6-14=102/651 — / a 34869 — WEBS 1-9=1140/7931,2-9=-1717/329,3-9=-3819/558,38=-49/1132,3-7=-3788/558, — - 4-7=-1717/329,5-7=-1140/7967 ��t .�,, r� ce _ NOTES (13-15) ` ~ : „, ... 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: �„ STATE OF ,•' _.•Top chords connected as follows:2x4-1 row at 0-7-0 oc. •• FL ORIO A ••. r.N Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. S _ v Webs connected as follows:2x4-1 row at 0-9-0 oc. �� v • �� 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to // N A1- \\\ ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ///1 1 1 1 1 1\\\ 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)Concentrated loads from layout are not present in Load Case(s):#3 IBC BC Live;#4 MWFRS Wind Left;#5 MWFRS Wind Right;#6 MWFRS Wind Left Positive;#7 MWFRS Wind Right Positive;#8 MWFRS 1st Wind Parallel;#9 MWFRS 2nd Wind Parallel;#10 MWFRS 3rd Wind Parallel;#11 MWFRS 4th Wnd Parallel;#12 MWFRS 1st Wind Parallel Positive;#13 MWFRS 2nd Wind Parallel Positive;#18 MWFRS Wind Left Positive+Regular,#19 MWFRS Wnd Right Positive+Regular;#20 MWFRS 1st Wind Parallel Positive+Regular;#21 MWFRS 2nd Wind Parallel Positive+Regular. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 629 lb uplift at joint 10 and 629 lb uplift at joint 6. i 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 April 4,2011 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE Design valid for use only with Mirek connectors.This design is based only upon parameters shown,and is for an individual bullring 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 ANSIITPII Quality Criteria,DSB-59 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. MY 11101 111.1rypC my fly 19695469 156960 T01 GABLE 1 1 Job Reference(optional) Builders FirsiSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:29:00 2015 Page 1 ID:wCDO5cCGWnBXZVAVpn5vuYyWAzb-U_szmFMCahgKKLA05k1BmmVlu9m?v?BiOKFI WzNU_1 1 -2-0-0 1 10 -6-8 I • 21-1-0 , 23-1-0 2-0-0 10-6-8 10-6-8 ' 2-0-0 4x5= Scale=1:54.9 2x4 I I 2x4 I I 9 10 0 2x4 II a 2x4 II 7.00 12 11 2x4 I I 7 2x4 I I 2x4 II 6 12 2x4 II 3x4 i 5 2x4 II 3x4 2x4 II 4 II 4 1111:3 4 2x4 II 3x4 i 15 Q 'J 1 L` 3x4 ■ . - 16: : :,. : : I a 1 : : : iliiiirofts,„:71,i 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 12x14 = 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 5x6=2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 12x14 = 2x4 I I 2x4 I I I 21-1-0 I 21-1-0 Plate Offsets(X,Y): 118:0-3-0,Edoel,119:0-2-0,0-0-41,126:0.3-0,0-3-01,133:0-2-0.0-1-121,134:0-3-0,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.03 17 nlr 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.05 17 n/r 120 BOLL 0.0 • Rep Stress Ina YES WB 0.13 Horz(TL) 0.00 18 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 159 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS All bearings 21-1-0. (lb)- Max Horz 34=-219(LC 10) \\‘`�\I 1 I Ifs 1//i,// Max Uplift All uplift 100 lb or less at joint(s)18,27,28,29,30,33,25,24,23,22,19 except 34=-111(LC \\\ `IjS S:K 1/, 13),31=-158(LC 12),21=-154(LC 13) ',,' `� </�/ Max Gray All reactions 250 lb or less at joint(s)26,27,28,29,30,31,32,33,25,24,23,22,21,20,19 V `LENS - • except 34=252(LC 27),18=252(LC 28) - FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. * / a 34869 TOP CHORD 2-34=309/234,16-18=-316/239 r - WEBS 4-31=257/163,14-21=-258/160 -7 ./,,e / • Ce....... _. NOTES (11-13) l�/rJ 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=18ft;Cat.II;Exp C;Encl., ../.1/..0..L.1\10. \ GCpi=0.16;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions RIOp •'\ice shown;Lumber DOL=1.60 plate grip DOL=1.60 ;//61//k �\ \� 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 A`. \ \ Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. /f 1 1 1 1 1 1\\\\ 4)Gable requires continuous bottom chord bearing. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)18,27,28,29,30, 33,25,24,23,22,19 except(jt=lb)34=111,31=158,21=154. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 April 24,201; t r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 ANSI/TM Quality C66,68,138649 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofuio Drive,Madison,WI 53719. I 11,...rvv Irubbrwe V fly 156960 TO2A COMMON TRUSS 4 1 19695071 Builders FiratSource, Jacksonville,Fl 32244 7.350 Reference 7 2012 12 MiTek I 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:29:02 2015 Page 1 ID:WCDOscCGWn8XZVAVpn5vuYyWAzb-RMJBxPWkCxYadVYW VnLGBsm?hkJToJUAipMMOzNU_? 1 -2-0-0 1 5-5-0 I 10-6-8 I 15-8-0 I 21-1-0 I 2-0-Q 5-5-0 5-1-8 5-1-8 5-5-0 4x5 I I Scale=1:45.3 5 7.00 12 2x4 \\ 2x4 // 4 6 el ei /r.- 5x6 i 5x6 173 7 13 ll 2 �. 1 8 ¢l, B, I I, y e, " 5 I:i• ' 11 20 10 21 9 ►i 16 18 14 12 4x10 II 354= 3x6 = 3x4 = 4x10 11 I 7-1-8 I 13-11-8 I 21-1-0 7-1-8 6-10-0 7-1-8 Plate Offsets(X,Y): (2:0-6-8,0-0-51,[8:0-6-8,0-0-51 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.15 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.23 9-11 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.21 Horz(TL) 0.05 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight 114 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x8 SP 2400F 2.0E 1-6-0,Right 2x8 SP 2400F 2.0E 1-6-0 REACTIONS (lb/size) 8=607/0-5-8 (min.0-1-8),2=708/0-5-8 (min.0-1-8) Max Horz 2=173(LC11) \\\11111111///y7/ Max Uplift 8=-158(LC 13),2=-199(LC 12) \�\ \.\�j S K /. ./ Max Gray 8=669(LC 2),2=792(LC 2) \�\ `�v -.• , V 1C E � � FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �TOP CHORD 2-17=296/11,3-17=-254/261,3-4=-1243/461,4 5=-1173/503,5 6=-1180/513, - * * - 6-7=1249/469,8-13=-334/66 _ a BOT CHORD 16-18=-181/499,11-18=-304/960,11-20=-136/650,10-20=-136/650,10-21=-136/650, _ �, 9-21=-136/650,9-14=-314/968,12-14=-216/533 — ,�jL.' r#�. WEBS 5-9=185/425,6-9=-308/229,5-11=-167/410,4-11=-302/221,8-12=392/95, . v�J...... 13-15=-203/666,8-15=-40/260,12-15=-677/271,7-15=-1509/577,2-16=-629/349, - r/j 17-19=-412/858,2-19=-23/276,16-19=-695/234,3-19=-1763/811 STATE OF . . ■ NOTES (7-9) r t(� .FLORIOr- •'-\0∎ 1)Unbalanced roof live loads have been considered for this design. ///tS1 I�' �\ \� 2)Wind:ASCE WF S( n(envelope)and sC-Exteritor(2)zone;C-C for members and forces&MWFRS for reactions Exp C;End., shown;Lumber /y//I l l I .0\ '\\\\ GCpi=0.18;MWFRS envelo DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,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) 8=158,2=199. 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 LOAD CASE(S) Standard April 94,201! o A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 BEFORE USE. Design valid for use only with Mrrek 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 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,VN 53719. 19895473 156980 T06 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc Fri Apr 24 14:29:04 2015 Page 1 ID:wC DOscCG Wn8XZVAVpn5vuYyWAzb-N I6Tcd RAGpBF pxfxdwppMcx7fVXgxc?ndOITQ HzNTzz 1 3-5-0 1 6-10-0 1 3-5-0 3-5-0 • 2x4 I I Scale=1:60.1 7.00 12 2x4 I I 3 2x4 II 2x4 II H000404 3x4 2x4 11 S 1, 2x4 111 r ri l i 9 ♦ 9 8 18 7 6 19 5 4 3x4 = 2x4 II 2x4 II 3x6= 2x4 II 2x4 II 1 6-10-0 1 6-10-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.58 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:110 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3`Except` BOT CHORD Rigid ceiling directly applied or 9-11-3 oc bracing. W4:2x6 SP No.2 WEBS 1 Row at midpt 3-4 OTHERS 2x4 SP No.3 REACTIONS All bearings 6-10-0. 1 1 1 1 1/ (Ib)- Max Horz 9=407(LC 11) \\\�1 ///// Max Uplift All uplift 100 lb or less at joint(s)except 4=-339(LC 9),9=-164(LC 8) �\\ ‘3S S-K /// Max Gray All reactions 250 lb or less at joint(s)7,8,6,5 except 4=343(LC 21),9=323(LC 22) \,\ \\ • '••. /i \)\/\ �CENSF' .�� i FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. i BOT CHORD 8-9=-358/370,8-18=-358/370,7-18=-358/370,6-7=-358/370,6-19=-358/370, ■ * * 5-19=358/370,4-5=-358/370 ! e 34869 —• WEBS 2-4=-513/525,2-9=-540/472 .7 - i/& ''. t2C] NOTES (9-11) ...... 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., U : ((j GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left and right exposed;C-C for members and STATE OF forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 F ' \ ■ 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry L ORIO • G\�� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ////k37°t.9 �\\ 3)Gable requires continuous 4)Gable studs spaced at �_b bottom chord bearing. /// N1A1-\\\\-\\\\\'\\� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.0psf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 339 lb uplift at joint 4 and 164 lb uplift at joint 9. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)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. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)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 April 24,201! ■ • A WARNING-Verify 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.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 ANSIIWI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Dime,Madison,W 53719. NU IIuss trusstype Vry ny 19695475 156960 T08 GABLE 1 1 Job Reference(optional) • Builders FirstSou ce, Jadrsonvi9e,Fl 32244 7.350 s Sep 27 2012 MTell Industries,Inc. Fri Apr 24 14:29:05 2015 Page 1 . ID:wCDOscCGWn8XZVAVpn5vuYyWAzb-ncgspzRo17 J6R5D7BeK3upURnvt6gBTwsglOyjzNTzy I 11-11-15 1 20-9-8 1 11-11-15 8-9-9 • 2x4 11 Scale=1:60.7 2x4 I I 16 7.00 12 2x4 II 15 2x4 II 14 2x4 I I 13 2x4 II 2x4 II 12 1• 2x4 11 3x6 11 • 4.00 ' 9 10 2x4 II • 4x10 II 2x4 11 7 8 as • rr 2x4 11 6 6x8 II 2x4 II 5 : I • 4 3x4 % 5x8 I I 31 30 29 28 27 26 2524 23 22 21 20 19 18 17 2x4 11 2x4 II 2x4 11 2x4 11 2x4 11 2x4 II 3x6= 2x4 11 2x4 II 2x4 11 2x4 II 2x4 II 2x4 11 2x4 I I 2x4 I I I 20-9-8 1 20-9-8 Plate Offsets(X,Y): f1:0-3-8,Edgel,F3:0-4-1,0-2-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.12 Horz(TL) -0.00 17 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 161 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 16-17,15-18 REACTIONS All bearings 20-9-8. (Ib)- Max Horz 1=433(LC 12) \\\\\\1 1 1c1 1////// Max Uplift All uplift 100 lb or less at joint(s)1,17,18,19,20,21,22,23,25,26,27,28,29,30 except ��\ �vS S.K /,,. 31>144(LC 12) ��\ J�, CENS ' � e$ " Max Gray All reactions 250 lb or less at joint(s)1,17,18,19,20,21,22,23,25,26,27,28,29,30,31 \ F ■ FORCES (Ib)-Max,Comp./Max.Ten.-All forces 250(Ib)or less except when shown. * •• TOP CHORD 1-2=-438/279,2-3=-374/244,3-4=356/238,4-5=-346/238,5-6=-324/230,6-7=301/221, / a 34869 — 7-8=-277/210,8-9=-265/205,9-10=-264/210 — r �1 _ -o /id ce _ NOTES (9-11) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., -- �� '. GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left exposed;C-C for members and forces& STATE OF •• -- MWFRS MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 • 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry �4.ORION• G\-� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. /ssiO ` �\\\ 3)Gable requires continuous bottom chord bearing. / N A \\ 4)Gable studs spaced at 1-4-0 oc. ///1 1 1 1 1 1\\\ 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,17,18,19,20, 21,22,23,25,26,27,28,29,30 except(jt=lb)31=144. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)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. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)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 April 94,201: 1 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7471 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 commenters 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 ANSVTPII Quality Criteria,DSB 89 and BCSI7 Building Component Boynton Beach.FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.WI 53719. RAP iluaO rruastype UV ny 19695477 158960 T10 MONOPITCH TRUSS 5 1 Job Reference(optional) Builders FirstSaurce, Jacksonville,F132244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:29:06 2015 Page 1 IDwCDOscCGWn8XZVAVpn5vuYyWAzb-J7EE 1 ISQo0Rz2FoKkLrIR1 OVOJ7xPfZ45KnaUAzNTzx I 6-10-8 I 6-10-8 • r Scale=1:17.7 2x4 I I 2 4.00 12 • • 5 1 „011111111111111111111111111111111111111111111111111111111111111111, 11 ill t i ►/ 6 3 4 ►/ 3x4% 2x4 II I 6-10-8 I 6-10-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.15 3-6 >524 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.41 Vert(TL) 0.13 3-6 >615 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 1 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight:30 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=186/0-5-8 (min.0-1-8),3=177/Mechanical Max Horz 1=76(LC 8) Max Uplift 1=-133(LC 8),3=-154(LC 8) Max Gray 1=221(LC2),3=210(LC2) \\\\111 I I I!///// \\\\ \\3S.S'K //,, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. N\ -\� � � , TOP CHORD 1-5=286/613 N \CENS�c'• •.� BOT CHORD 4-6=1032/491 i WEBS 1-4=1681334,5-6=-395/283,4-5=-690/385,1-6=-494/912 _ * .. a 34869 * _ NOTES (6-8) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;Encl., _'T ./:, �� • W — GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for _ t " reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. STATE OF ••' , - 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 '. F ' ', ■ will fit between the bottom chord and any other members. �1 LORIOP' •' 0\�� 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except ft=lb) /// V� ,,"p ` �\ 5)"Semi rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ////Oi i l l I '\\\\\ 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 April 24,201: 1 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 pararnenters 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 ANSI/1P11 Quality Criteria,DSB-89 and BCSl1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofio Drive,Madson.WI 53719. ra+u ntuaa IIusa iyIrn Vry rry 19695479 156960 T12 Monopitch Truss 6 1 Job Reference(optional) Bullders FlrstSou ce, Jadtsonvile,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:29:08 2015 Page 1 ID:wC DOscCG Wn8XZVAVpn5vuYy WAzb-F1NL_S_Uh K2hh IYyismu m WS5g46m7tSKNYeGgZ2zNTzv I -2-0-0 1 6- -6 I 12-7-3 I 18-11-8 I 2-0-0 6-6-6 6-0-13 6-4-5 • r Scale=1:62.8 6 - 2x6 7.00 12 3x4 * 5 3x6 3x4 O 3 /4 14. ,? 2 ctrl .. — as ,I 1 3x4 i 70 9� 811 12 7 / 2x4 II 3x4 = 3x6 = 3x4 = I 5-4-3 I 10-2-12 I 18-11-8 I 5-4-3 4-10-9 8.8-12 Plate Offsets(X,Y): 12:0.2-4,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) 1/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.21 7-9 >485 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.33 7-9 >311 180 ' BCLL 0.0 ' Rep Stress Ina YES WB 0.49 Horz(TL) -0.01 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 119 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bradng. WEBS 1 Row at midpt 6-7,5-7 REACTIONS (lb/size) 7=236/Mechanical,2=348/0-5-8 (min.0-1-8),9=638/0-5-8 (min.0-1-8) Max Horz 2=404(LC 12) Max Uplift 7=-182(LC 12),2=-80(LC 9),9—259(LC 9) \\\\\11 I I///// Max Gray 7=333(LC 21),2=425(LC 2),9=653(LC 2) \��__�``�� S S.{� /1/,� FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �v \CENSF ��/i TOP CHORD 2-3=303/84,3-4=-321/188,4-5=298/245 i BOT CHORD 2-10=-467/332,9-10=-359/330 - * •, * WEBS 3-10=-354/130,3-9=-475/544,5-9=-427/297 / a 34869 — •NOTES (6-9) _ ,,�1.' �� fY = 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., - b �* GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left exposed;C-C for members and forces&MWFRS for reactions -- 4.. ... zu.:: shown;Lumber DOL=1.60 plate grip DOL=1.60 STATE OF 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • F ' ' - 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 S1� ••. ORID P'• \ \�� will fit between the bottom chord and any other members,with BCDL=5.0psf. ,i/ \� 4)Proviide9mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) //// NIfr\ \\\\\ 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 9)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard ApriL24,201: 1 r ® 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 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 ANSI/TPII Quality Criteria,088-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Mackson,WI 53719. • rruserype Uly Ply 19695481 156960 T14 Monopilch Truss 6 1 Job Reference(optional) Builders FimtSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:29:10 2015 Page 1 ID:wCDOscCGWnBXZVAVpnSvuYyWAzb-CvTMgVxsfxPXs65zBwEbtBC WwXGLORfOylndxzNTzt I .2.0.0 I 5-7-11 I 10-9-14 I 16-3-8 I r 2-0-0 5-7-11 5-2-2 5-5-10 r Scale=1:54.7 6 7.00 12 2x4 3x5 i 3x6 5 i 4 a 3x5 % �' 3 ir i. 2 i I 1 �- ',.10 11 3x4 = 9 8 7 2x4 II 5x6 = 3x4 = I 5-7-11 I 10-2-12 I 16-3-8 I 5-7-11 4-7-1 6-0-12 Plate Offsets(X,Y): f8:0-3-0,0-3-01 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Udefi Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.08 2-9 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.25 Vert(TL) 0.07 2-9 >999 180 BCLL 0.0 • Rep Stress Ina' YES WB 0.33 Horz(TL) -0.01 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 103 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-7,5-7 REACTIONS (lb/size) 7=135/Mechanical,2=357/0-5-8 (min.0-1-8),8=535/0-5-8 (min.0-1-8) Max Horz 2=352(LC 12) Max Uplift 7=133(LC 12),2=-93(LC 9),8=-254(LC 9) \\\‘011 !I 1 I///// Max Gray 7=213(LC 21),2=431(LC 2),8=567(LC 2) `\\\\\vS S•k //ice•-`` i FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ■� �v \CEN$F'•.�,(\ � TOP CHORD 2-3=-330/120,3-4=-283/162,4-5=-263/204 "- \` BOT CHORD 2-9=-458/369,8-9=-458/369 - * •• * - WEBS 3-9=-336/150,3-8=448/592,5-8=422/313 ., ra 34869 —_ NOTES (6-9) - -O ,/./ I n♦ . C 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;End., - 7 - b vNJ... GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left exposed;C-C for members and forces&MWFRS for reactions �A ;•�(V shown;Lumber DOL=1.60 plate grip DOL=1.60 STATE OF -- 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 ••�1 '••F(ORID P.•• G will fit between the bottom chord and any other members,with BCDL=5.0psf. �vS \\\\ 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) /77/ /�N AL \\ 7=133,8=254. //I1111111\\\\ 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 9)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard April 74,201: ■ ■ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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 ANSI/TM Quality Criteria,DSB-89 and BCSl1 Building Component Boynton Beach,FL 33435 Safety Information available horn Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. MUIJ89B0 141Uati 18 ype DIY cry156980 19695483 Job Reference(optional) Builders FftatSotace, JacksonviNe,F132244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:29:11 2015 Page 1 IDwCDOscCG Wn8XZVAVpn5vuYyWAzb-g51740WZdz3G90hHXuRT84jNhKwh4w6pEcUL9NzNTzs I -2-0-0 I 4-10-12 I 9-9-8 I 11-9-8 I 0 2-0-0 4-10,12 4-10-12 2-0-0• • • • Scale=1:29.8 4x5= 5 2x4 11 7.00 12 2x4 Iji1j1Iiiih19 18 17 18 15 14 13 12 11 10 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I I 9-9-8 - I 9-9-8 Plate Offsets(X,Y): (2:0-7-8,Edgel,18:0-7-8,Edae1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.04 9 Nr 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.05 9 n/r 120 BCLL 0.0 * Rep Stress Inca YES WB 0.04 Horz(TL) 0.00 10 n/a Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 69 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS All bearings 9-9-8. (Ib)- Max Horz 18=116(LC11) \\\\\11111+1////!/ Max Uplift All uplift 100 lb or less at joint(s)17,11 except 18=-132(LC 12),10=-141(LC 13),15=128(LC 12), ,\\ \vS S:k /i// 13=127(LC 13) ,\ `� ••• ( i�■Max Gray All reactions 250 lb or less at joint(s)18,10,14,15,16,17,13,12,11 \CENS�c••.y, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. * ...* - TOP CHORD 2-18=326/295,8-10=-329/296 ../ re 34869 NOTES (11-13) _D .�.j / 5 cc _ 1)Unbalanced roof live loads have been considered for this design. ;7 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., U '. GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions STATE OF ,•reactions . .• Lumber DOL=1.60 plate grip DOL=1.60 •• 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry S1 '' •F�ORION•. \ \ Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. '// ' ,' \\ 4)Gable requires continuous bottom chord bearing. // N A1- \\\ 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). /Oil 1 1 10\\ 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)17,11 except (jt=lb)18=132,10=141,15=128,13=127. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 April?4,201: t • A WARNING-Verify 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 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 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. AN rruac auraetype uty rry 19895485 158960 118 COMMON TRUSS 1 1 Job Reference(optional) Buikbr3 FirstSoorce, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MTek Industries,Inc. Fri Apr 24 14:29:13 2015 Page 1 IDwCDOscCGWn8XZVAVpn5vuYyWAzb-cU9tViXp9aJ OJrgfJTxDVpe97PUYgW6iwzREGzNTzq I -2.0-0 1 4-10-12 I 9-9-8 I 11-9-8 1 . 2-0-0 4-10-12 4-10-12 2-0-0 Scale=1:28.4 4x5 I I 3 7.00 •2 3x6 axe 2 4 1 11 B1 11 9 7 10 71 0. 10x12= 6 4x5 11 4x5 11 1 4-10-12 1 9-9-8 1 4-10-12 4-10-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.06 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.12 6-7 >987 180 BCLL 0.0 • Rep Stress Incr NO WB 0.69 .Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 68 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except' BOT CHORD Rigid ceiling directly applied or 9-11-1 oc bracing. W1:2x4 SP No.2 REACTIONS (lb/size) 8=1623/0-3-8 (min.0-2-4),6=2201/0-3-8 (min.0-3-1) Max Holz 8=101(LC 7) Max Uplift 8=-642(LC 8),6=-759(LC 9) \\``\``\ i I (i I ///// Max Gray 8=1929(LC 2),6=2616(LC 2) \�\\' \ )S.S.K / �,/�i V ``' i FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \CEN$F ,C� TOP CHORD 2-3=-2051/655,3-4=-2051/655,2-8=1597/508,4-6-1577/511 \� BOT CHORD 7-10=91/314,10-11=-91/314,6-11=-91/314 = * * WEBS 3-7=-571/1811,2-7=-457/1524,4-7=-474/1427 — is 34869 —• NOTES (10-12) -7 ,/.' / • c 1)Unbalanced roof live bads have been considered for this design. -n b ...- 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl., --j • : (V GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 STATE OF 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \ 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide .c� •-1-0R10,-.•' ice will fit between the bottom chord and any other members. Div S� ,,...\.„N.\�� 5)Bearing at joint(s)8,6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify // O N Al- \\ capacity of bearing surface. //01(f 1 1 1 1 1\\\\ 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 8=642,6=759. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1092 lb down and 469 lb up at 2-11-12,869 lb down and 244 lb up at 4-11-12,and 869 lb down and 241 lb up at 6-11-12,and 869 lb down and 238 lb up at 8-11-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Continued on page 2 ApT ril fl4,201! 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 twirling component. Appecabiltly 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 ANSIRPII Quality Criteria,DSB-89 and BCSl1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,1M 53719. ...., IILION, 114100rypc Vry rip 19695486 358980 T19 GABLE 1 1 Job Reference(optional) Builders Firs(Source, Jacksonville,Fl 32244 7.350 s Sep 27 2012 Muck Industries,Inc. Fri Apr 24 14:29:14 2015 Paget ID:wCDOscCGWn8XZVAVpn5vuYyWAzb•4gjFi2YRvuRrOTPsC 1_AljLveXxRHHuFwaj?mizNTzp 1 -2-0-0 1 8.2-8 I 16-5-0 I 18-5-0 I 2-0-0 8-2-8 8-2-8 2-0-0 Scale=1:35.0 4x5= 8 2x4 ii 2x4 11 to g 7 2x4 II 7.00 12 2x4 II . • t o e 2x4 11 2x4 II • • 11 3x4�i 2x4 I I 5 2x4 11 3x4 • 12 4 13 ril lb /:aiir. i ill ■ ■ ■ ass ■ ■ ■ ` ` 14 r?• • 15 5x8 11 24 23 22 21 20 19 18 17 16 5x8 II 3x4= 1 3x4 = 2x4 I I 2x4 I I 2x4 I I 2x4 I I 5x6= 2x4 II 2x4 II 2x4 II 2r4 II I 16-5-0 I 16-5-0 Plate Offsets(X,Y): (2:0-3-8,Edgel,12:0-1-9,Edgel,[14:0-3-8,Edge],114:0-1-9,Edge],120:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.03 15 n/r 120 MT20 244/190 I TCDL 7.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.04 15 n/r 120 BOLL 0.0 * Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 14 n/a n/a , BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 100 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS All bearings 16-5-0. (Ib)- Max Horz 2=176(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)20,21,22,23,24,19,18,17,16 except 2=112(LC 12), �\\ III]I !//// 14=-133(LC 13) ��\ \)S S./( 1/./ Max Gray All reactions 250 lb or less at joint(s)2,14,20,21,22,23,24,19,18,17,16 • ■\ -. / FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �J �c�►vsF •��. /. NOTES (10-12) \ * i is 34869 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;Encl., — �•�1 .t. CC = GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions N . shown;Lumber DOL=1.60 plate grip DOL=1.60 vj '. 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 STATE OF ,• . - Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. F • \ --II 4)Gable requires continuous bottom chord bearing. s�'•. OR1.9r,:. ...•'�G\�■ 5)Gable studs spaced at 1-4-0 oc. /// \\ 7)This This truss has been n designed for a for a 10.0 e loabottom f 20.ps on the bottom cho d in all areas where live loads. rectangle 3-6-0 tall by 2-0-0 wide /////1 N111 \\\\ 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)20,21,22,23,24, 19,18,17,16 except(jt=lb)2=112,14=133. 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 April 24,201: A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED M(TEK 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 overat 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 BCSII Building Component Boynton BeaCh,FL 33435 Safety Information available from Truss Plate Institute,583 CrOnofrio Drive.Madison,W 53719. moorypc �k rr 156960 21 Common Truss 1 19695458 2 Job Reference(optional) Guiders FiratSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:29:15 2015 Page 1 ID:wCDOscCGWn8XZVAVpn5vuYyWAzb-YsGdwNZ4gBZied 2mkWPlwu3bx9JOba09ESYJ8zNTzo I 4-4-1 I 8-2-8 I 12-0-15 I 16-5-0 I • 4-4-1 3-10-7 3-10-7 4-4-1 • • Scale:3/8-=1' 4x6 II 3 Pi lb 7.00 12 2x4 \\ 2x4 // 2 4 :I) ,d i i i i i i k.\1\ , e 5 1 4 I I I hill I I I I I ll I I■-4 P.. 9 10 8 11 7 12 6 13 14 15 0ri 3x6 = 6x8 = 4x6= 6x8= 3x6= I 5-7-8 10-9-8 I 16-5-0 I 5-7-8 5-1-15 5-7-8 Plate Offsets(X,Y): 16:0-4-0,0-4-41,18:0-4-0,0-4-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.09 1-8 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.17 1-8 >999 180 BCLL 0.0 • Rep Stress Ina NO WB 0.59 Horz(TL) 0.03 5 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight 179 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-6 oc purlins. BOT CHORD 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 1=3257/0-3-8 (min.0-2-4),5=3554/0-3-8 (min.0-2-7) Max Horz 1=118(LC 5) Max Uplift 1=-942(LC 8),5=-947(LC 9) \%%0\1 1 11 I////// Max Gray 1=3859(LC 2),5=4179(LC 2) \\\\ \s3S S.K / �i i� FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. *CENSF i TOP CHORD 1-2=-5728/1383,2-3=-5630/1403,34=-5607/1382,4-5=5706/1363 BOT CHORD 1-9=1205/4899,9-10=-1205/4899,8-10=-1205/4899,8-11=-757/3343,7-11=-757/3343, 7-12=-757/3343,6-12=-757/3343,6-13=1128/4879,13-14=-1128/4879, _ / a 34869 14-15=-1128/4879,5-15=-1128/4879 — r - WEBS 3-6=762/3052,3-8=-799/3093 -0_ .�L.' I • CC NOTES (10-12) � J ... Z. t 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: STATE OF .• _��Z. Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc. Sl ''•..L ORIO ... t±9 'Z 1 Webs connected as follows:2x4-1 row at 0-9-0 oc. "/7 l i ‘..\C9 \\. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to // O N A1- \\\ ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ////I I I I 1 I\\\ 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=942,5=947. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)933 lb down and 248 lb up at 1-7-12,869 lb down and 209 lb up at 3-7-12,869 lb down and 213 lb up at 5-7-12,869 lb down and 218 lb up at 7-7-12,866 lb down and 215 lb up at 9-7-12,866 lb down and 210 lb up at 11-7-12,and 866 lb down and 207 lb up at 13-7-12,and 869 lb down and 154 lb up at 15-7-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 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 Continued on page 2 Apri124,201! I • A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•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 ANSVTPI1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onotno Drive,Madison,WI 53719. xx) !MSS !MSSIype LIP/ rry 19695489 •56960 T22 Monopitch Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:29:16 2015 Page 1 ID:wCDOscCG Wn8XZVAVpn5vuYyWAzb-03g07jaiRViYFnZFKS1 er8REYLcVIAUYOuC5razNTzn I -2-0-0 i 1-11-0 i 5-0-0 I 2-0-0 1-11-0 3-1-0 • 5x8 = 2x4 II Scale=1:13.7 3 7 4 ■ -1-' 7.00 12 4 2 �lf °l • 1 '/m 8 62x4 II 5 2x4= 3x4= 1 1-11-0 I 5-0-0 I 1-11-0 3-1-0 Plate Offsets(X,Y): f3:0-6-8,0-2-8) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.00 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 5-6 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:26 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=164/Mechanical,2=287/0-3-8 (min.0-1-8) Max Horz 2=71(LC 8) Max Uplift 5=-131(LC 5),2=-154(LC 8) \\\N t I I I I f///// Max Gray 5=193(LC 2),2=345(LC 2) \\-\`\ \\)S S:K /"1/, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �\`�v \CEN$�c'•.�� NOTES (9-11) ' * '• * 1)Wind:ASCE 7-10;Vult=13Omph(3 second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;End., _ ! �f• 34869 _ GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 /1 — 2)Provide adequate drainage to prevent water ponding. — -0 ,'1 • 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ; U LU\ will fit between the bottom chord and any other members. STATE OF 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) - - ' \,. 5=131,2=154. s� .,LOR►D . `G 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �/7 1 7)Hanger(s) 1-11-0, nd 62 lb down andw 06 lb device(s)shall 4-0 be on top chord,and 11 lb apart 0 12,andd11 lb up at24 lb down and--0 12 on bottom chord.at /7//0/ 111 AL,\ ��\ design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)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. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)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) Veil:1-3=-04,3-4=-44,2-5=10 Concentrated Loads(Ib) Veil:3=-53(F)6=4(F)7=-53(F)8=4(F) April 24,201! ■ • A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED Ml7EK REFERENCE PAGE MlI-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,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 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 ANSyTP11 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,VA 53719. 100 t i Ubb —HUSStype 41y fly 19695490 i56960 723 HIP TRUSS 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:29:17 2015 Page 2 ID wCDOscCGWn8XZVAVpn5vuYyWAzb-VFOOL3bKCpgPbc8Ru9YtNLZMMkmdUZghdYxIN 1 zNTzm 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:1-3=-44,3-5=-44,5-6=-44,6-7=56,11-15=10 Concentrated Loads(lb) Vert:3=-39(F)10=-14(F)18=39(F)19=39(F)20=-39(F)21=-39(F)22=94(F)23=-14(F)24=-14(F)25=-14(F)26=-14(F)27=-94(F)28=154(F) t i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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. Applcabillty of design paramenters and proper incorporation of component is responsibility of building designer-not thus designer.Bracing sham 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 overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,dekvery,erection and bracing,consult ANSIITPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. JOG truss Itrussrype vry .-ky 19695492 58960 T25 SPECIAL TRUSS 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 3 Sep 27 2012 MTek Industries,Inc. Fri Apr 24 14:29:18 2015 Page 1 I D:wCDOscCG Wn8XZVAVpn5vuYy WAzb-zRymYPbyz6yGV5jd RS36wZW b28CxDOgrrC h CVTzNTA I 4-1-13 8-0-2 I 12-0-0 129 16-5-0 { 19-1-0 { 4-1-13 3-10-5 3 11-14 0 2- 4-2-7 2-8-0 • Scale=1:39.2 4x5 = 4 /1 AI . 6 I :1 ■a B2 EN - 0 8 15 13 7 0 9 11 5x8 = li y 3x8 II 5x8 = I 8.0.2 I 16-5-0 1 19-1-0 I 8-0-2 8-4-14 2-8-0 Plate Offsets(X,Y): [1:0-2-8,0-0-21,[8:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loci) I/defl lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.14 8-15 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.26 8-15 >864 180 BCLL 0.0 • Rep Stress Ina YES WB 0.31 Horz(TL) 0.12 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight 99 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2"Except" TOP CHORD Structural wood sheathing directly applied or 5-6-7 oc purlins. T3:2x8 SP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 9-10-10 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-5-11 REACTIONS (lb/size) 1=512/0-3-8 (min.0-1-8),7=515/0-3-8 (min.0-1-8) ��,I I I I I I f////// Max Horz 1=161(LC 8) .\\ \v5 S•`,, //j, Max Uplift 1=-135(LC 12),7=-153(LC 13) N\ J\• `cErvs �� ,� i Max Gray 1=606(LC 2),7=610(LC 2) F .• FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-297/0,2-10=-273/8,2-3=-1044/440,3-4=-909/392,4-5=-925/399, * / a 34869 * _ 5-14=-1259/505,6-14=-1794/661,6-7=390/171 r BOT CHORD 9-11=-124/378,8-11=-214/770,8-15=-347/1118,13-15=-391/1040 = :``j I — WEBS 4-8=-252/608,5-8=-653/331,1-9=-316/14,9-12=596/276,2-12=978/439,14-15=0/389, C — . 6-15=-122/358 II • .'wit/ STATE OF NOTES (8-10) •. F . LORIOrt.••' Q ■ 1)Unbalanced roof live loads have been considered for this design. S6 \\� 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;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 /,,/O NIA -`\\\� DOL=1.60 plate grip DOL=7.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=135,7=153. 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 April 04,201: it h A WARNING-Verily 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 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 ANSVTPII Quality Criteria,DSB489 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 dOnofrio Drive,Madison,NA 53719. MP IrU,.I TWSSIype vey rq 19695494 156960 T27 Monopitch Truss 1 1 Job Reference(optional) Builders Ft$lSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MTek Industries,Inc. Fri Apr 24 14:29:19 2015 Page 1 I D:wCDOscCG Wn8XZVAVpn5wYy WAzb-Rd W811cakQ476F Iq?aaLSm311YZ0yXM_4sQmSvzNTzk I -2-0-0 I 2-11-0 I 2-0-0 2-11-0 • Scale=1:18.4 3 2x4 II 7.00 Fir 3x5 t 2 111 N.. 1 ■ Ai '/ 6 4 '/ 5 4x5= 2x4 I I I 2-11-0 I 2-11-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.02 4-5 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.03 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 24 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc purlins, BOT CHORD 2x6 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) 4=300/Mechanical,5=441/0-3-8 (min.0-1-8) Max Horz 5=87(LC 8) Max Uplift 4=-137(LC 8),5=-118(LC 8) \\, 1 I I I I►/// Max Gray 4=355(LC 2),5=529(LC 2) \\\\\\``S Sic ////// FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `l �`,J� �CENS ��/� NOTES (8-11) - 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 - * • 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 all by 2-0-0 wide �r1 •��' ��J*/� will fit between the bottom chord and any other members. — �+ vv'� 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) fj : 41 ' 4=137,5=118. STATE OF - 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. F e. s�� device(s) provided support load(s) up LOR10 6)Hanger(s)or other connection devices shall be rovided sufficient to su R concentrated loads 596 lb down and 167 lb u at s • , •• \0� 1-6-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. /// S/ �\�\\ 8)This manufactured prod sndesigned as to the face of the truss are individual building componentdThe suitability lity a d use of this component for any '///O NI I I O\\\\\ 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 11)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-44,2-3=-44,4-5=-10 Concentrated Loads(Ib) Vert:6=501(B) • • '4,201: i • ® WARNING-Verify 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 parementers 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 responslbillity 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 ANSIrrPlt 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. IW MISS !MSSIype %at), r 19695495 156960 T28 Special Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville.Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:29:20 2015 Page 2 ID:wCDOscCGWn8XZVAVpn5vuYyWA2b-vg4Wz5dCVkC kOt0ZH5a?_bUOyp5hl?8JWAJ_M2NT2j 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 perANSI 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 t � 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 responsaillity 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,dekvery,erection and bracing,consult ANSVTPII Quality Criteria,DSB29 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrw Drive,Madison,VA 53719. --WD ItubS IRISSIype szy riy 19895497 156980 T30 Special Truss 1 1 Job Reference(optional) Builders FirsISouroe, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:29:21 2015 Page 1 IDwCDOscCGWn8XZVAVpn5vuYyWAzb-NOevARegG1 KrMYSC7?cpYB8ygM9SQDPHXAvsWozNTZi I 7-4-13 I 14-4-13 I 16-11-14 I 23-3-3 I 27-8-0 I 7-4-13 7-0-1 2-7-0 6-3-6 4-4-13 Scale=1:48.9 5x6= 7.00 •2 4 4x6 3.00 •2 3� i% 3x4 2 = 2x4 II 4 N:.5x12 156 i/ 2. --.144.4.0 :.r Rt{} t R9 '1 Y. 'el 3x5 10 9 • 11 12 8 7 2x4 11 6x10 = 3x5= 5x6 = 1 7-4-13 1 14-4-13 I 23-3-3 1 27-8-0 I 7-4-13 7-0-1 8-10-6 4-4-13 • Plate Offsets(X,Y): 19:0-3-4,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) Udefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) 0.29 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.57 8-9 >573 180 BCLL 0.0 • Rep Stress Incr YES WB 0.95 Horz(TL) 0.10 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 134 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. T3:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-9-10 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS (lb/size) 1=764/0-3-8 (min.0-1-8),7=781/Mechanical \\,I I I I I I!///// Max Horz 1=131(LC 9) \s\ / Max Uplift 1=-234(LC 12),7=-197(LC 13) �\ `'S S•r� /, Max Gray 1=876(LC 2),7=876(LC 2) \\je �� ,, ■FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �CEN$F TOP CHORD 1-2=2939/1465,2-3=-2116/979,3-4=-2413/1199,4-5=3038/1373 * .. *BOT CHORD 1-10=1459/2781,9-10=1459/2781,9-11=563/1308,11-12=-563/1308,8-12=563/1308, a 34869 7-8=1050/2437 -'WEBS 2-9=857/599,3-9=-934/534,49=747/1500,4-8=688/1569,5-8=920/505, ��t r' $ = 5-7=-2563/1091 N vv'/ •- NOTES (8-11) . STATE OF ��• 1)Unbalanced roof live loads have been considered for this design. ••,FL ORIO P •• \ � 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;End., S� `�\ GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber // / �\ DOL=1.60 plate grip DOL=1.60 /////' 'V AL,`\\\ 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.0psf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 234 lb uplift at joint 1 and 197 lb uplift at joint 7. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 11)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard 1 April t)4,201! ■ • ® WARNING•Verity 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 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 ANSI/T1,11 Quality Criteria,DSB-69 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. ion ss 158980 T32 SpecialTruss Vry rly 1 18685499 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MTek Industries,Inc. Fri Apr 24 14:29:23 2015 Page 1 ID:wCDOscCGWn8XZVAVpn5vuYyWAzb-JPIfb7f5ofaZbsbbEOtHdcDIU9r3u81 a?TOzbgzNTZg I 7-4-13 I 14-4-13 I 16-11-14 I 19-3-3 I 23-3-14 1 27-8-0 I . 7-4-13 7-0-1 2-7-0 2-3-6 4-0-10 4-4-2 • Scale=1:48.9 4x5 I I 7.00 I 12 4 4x6 .-:-, �� 4x5 = 2x4 II 3.00 12 3 VISI 5 3x4= 7 3x4 V 2 Y 0 1 l A1/4111Ls 3x5= 11 10 9 8 2x4 II 6x10 = 3x8= 6x8 = I 7-4-13 I 14-4-13 I 19-3-3 I 27-8-0 I 7-4-13 7-0-1 4-10-6 8-4-13 Plate Offsets(X,Y): f10:0-3-4,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (hoc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.27 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.40 10-11 >813 180 BCLL 0.0 • Rep Stress Incr YES WB 0.88 Horz(TL) 0.09 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 146 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 1=739/0-3-8 (min.0-1-8),8=739/Mechanical Max Uplift 1=1229(C112),8=-205(LC 13) \\�, \l 1 IcI�I/l,///y7 Max Gray 1=876(LC 2),8=876(LC 2) ��\\\\ ‘.S J r\, / '/f• FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \CENS.•••$. <\ i TOP CHORD 1-2=2779/1435,2-3=-1904/955,3-4=2201/1188,4-5=1725/897,5-6=1427/725 BOT CHORD 1-11=-1537/2694,10-11=-1537/2694,9-10=-628/1221,8-9=-479/881 - '* '. * WEBS 2-10=-910/593,3-10=-917/559,4-10=-789/1387,4-9=-281/585,5-9=-1016/555, a 34869 6-9=352/780,6-8=-1195/657 ,r _j t I. f = NOTES (8-11) .... 1)Unbalanced roof live loads have been considered for this design. II ill 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., STATE OF . ., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber . F P .•• �i` DOL=1.60 plate grip DOL=1.60 �l ...NO. RIO 3)Provide adequate drainage to prevent water ponding. S \\ 4)5)This This truss has been designed for a 10.0 e psf oad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide /''''//O A10` \\\` will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 229 lb uplift at joint 1 and 205 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 11)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard April 94,201! 4 1 A WARNING-Verify 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 paramentera 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 responstr lliy 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,deivery,erection and bracing,consult ANSIITPII Quality Criteria,DSB-89 and BCSll Building Component Boynton Beach,FL 33435 Safety Information available horn Truss Plate Institute.583 D'Onotrio Drive,Madison.WI 53719. -1015— -Truss ItossIype uty try 19695501 156960 734 Special Truss 1 1 Job Reference(optional) Builders FittSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MTek Industries,Inc. Fri Apr 24 14:29:24 2015 Page 1 ID:wCDOscCGWn8XZVAVpn5vuYyWAZb-nbJ1 pSgjZyiQD0Ano7AW9gmRcZ84db3jE78X77zNTzf I 7-4-13 I 14413 I 16-11-14 I 20-4-11 I 27-8-0 i A 7-4-13 7-0-1 2-7-0 3-4-14 7-3-5 Scale=1:48.9 4x5 I I 7.00 FT 4 4x6 ii 3.00 12 3 5x12 = 3x4 II 5 6 3x4 2 :`� °4 1 , I/4 V16 3x5= 10 9 8 7 2x4 II 6x10 = 3x4 = 6x8 = I 7-4-13 I 14-4-13 1 20-4-11 I 27-8-0 I 7-4-13 7-0-1 5-11-14 7-3-5 Plate Offsets(X,Y): (9:0-3-4.0-3-0) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) 0.28 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.42 9-10 >781 180 BCLL 0.0 * Rep Stress Ina' YES WB 0.89 Horz(TL) 0.10 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 140 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-7 REACTIONS (lb/size) 1=741/Mechanical,7=741/Mechanical Max Horz 1=137(LC 12) Willi/// Max Uplift 1=-231(LC 12),7=203(LC 13) \\`\\ // Max Gray 1=879(LC 2),7=879(LC 2) \\' \vs.�?:!�• //// FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. � �J \CENS -'•.∎� /� TOP CHORD 1-2=-2837/1462,2-3=-1950/971,3-4=-2252/1206,4-5=-1997/1025 BOT CHORD 1-10=-1534/2733,9-10=-1534/2733,8-9=-612/1230,7-8=-811/1634 ` * •. WEBS 2-9=-924/605,3-9=-931/564,4-9=-793/1424,4-8=-387/770,5-8=-579/372, / a 34869•5-7=-1749/864 _ I �#� 1 NOTES (8-11) r /W . — 1)Unbalanced roof live loads have been considered for this design. -- II • ;• it/ 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., STATE OF GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber '. c- P ••' G\ - DOL=1.60 plate grip DOL=1.60 .(� LOR10 •. 3)Provide adequate drainage to prevent water ponding. SS �\ 5)•This Thisrtruss has been designed for a 10.0 e load of 20.psf on the bottom chord inn all are s wherte live loads. rectangle 3-6-0 tall by 2-0-0 wide //////"111111%\`\\`\ l9 will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 231 lb uplift at joint 1 and 203 lb uplift at joint 7. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 11)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard ApriL24,201: ■ • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 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 ANSUTPII Quality Criteria,DSB89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,W 53719. 101) IrUSS - 1rUSStype uty fly 19695503 i56960 T36 Special Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc, Fri Apr 24 14:29:26 2015 Page 1 ID:wCDOscCGWn8XZVAVpn5wYyWAzb-k RoD8iz5Zy8SJKAVYC_FFroYNr75T60hRddB?zNTZd I 4-3-2 I 8-4-7 I 12-7-9 I 16-11-14 I 24-4-11 I 27-8-0 1 4-3-4 4-1-6 4-3-2 4-4-4 7-4-14 3-3-5 P Scale=1:48.6 4x5= 7.00 12 5 2x4 II 3x8 = 2x4 II 4x12:000,11. 1 2 3 kn piAlliml •r 4x5 = 4x12 = 6 i. .. ill I 0 sia '''''' hiliji 18 t9 20 15 14 13 12 11 10 9 8 6x8= 2x4 II 3x8 = 4x6 = 5x8= 5x12= 2x4 II 2x4 I I I 4-3-2 1 8-4-7 I 12-7-9 I 16-11-14 I 24-4-11 I 27-8-0 I 4-3-2 4-1-6 4-3-2 4-4-4 7-4-14 3-3-5 Plate Offsets(X,Y): 19:0-3-8,0-2-81 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(TL) -0.22 9-10 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.47 9-10 >701 180 BCLL 0.0 • Rep Stress Incr NO WB 0.99 Horz(TL) 0.09 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 161 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. T3:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-10-0 oc bracing. BOT CHORD 2x4 SP No.2'Except' WEBS 1 Row at midpt 6-10 B1:2x6 SP No.2 WEBS 2x4 SP No.3 \\\IIllIlit/, REACTIONS (lb/size) 15=932/Mechanical,8=795/Mechanical \k\ //� Max Horz 15=-105(LC 4) �� \v5 `� r\, / �/� Max Uplift 15=-459(LC 8),8=-238(LC 9) ‘\ \)\' ,GIN$ ' i Max Gray 15=1102(LC 2),8=943(LC 2) F . FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2388/797,3-4=-2388/797,4-5=-1490/415,5-6=-1541/420,6-7=-2551/644, * / al. 34869 7-8=-881/222 BOT CHORD 15-18=607/1569,18-19=607/1569,14-19=-607/1569,14-20=-607/1569, — -u-�1 /4 c- 13-20=-607/1569,12-13=753/2506,11-12=-753/2505,10-11=-755/2508,9-10=684/2674 - N l/1/tJ WEBS 2-15=-1855/720,2-14=-151/308,2-13=219/978,4-13=372/0,4-10=-1489/532, (j ((/ 5-10=-295/1098,6-10=-1437/463,6-9=-840/272,7-9=-655/2586 STATE OF ` NOTES (10-13) ' s .FLORIDP ��j� � 1)Unbalanced roof live loads have been considered for this design. /4//61/:9'/- // S/ c` `\\ 2)Wind:ASCE 7-10;Vult=lSOmph(3 second gust)Vasil=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl., //,,�NIA1-,\\\\ GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. • 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 459 lb uplift at joint 15 and 238 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)10 lb down and 40 lb up at 1-11-4,and 10 Ib down and 40 Ib up at 3-11-4 on top chord,and 12 lb down and 55 Ib up at 1-11-4,and 12 Ib down and 55 Ib up at 3-11-4,and 345 lb down and 147 lb up at 5-10-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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 13)Use Simpson HTU26 to attach Truss to Carrying member Continued on page 2 April 24,201: I A WARNING-Verify 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 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 ANSIRPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Dnofrio Drive,Madison,NA 53719. t5637 960 1 Monopitch Truss 1ry rry 1 19695504 III Job Reference(optional) Builders FiltSoutw, Jacksonville.Fl 32244 7.350 s Sep 27 2012 MiTek Industries.Inc. Fri Apr 24 14:29:26 2015 Page 1 I D:wCDOscCG Wn8XZVAVpn5vuYy WAzb-k_RoD8iz5Zy8 SJKAvYC_F Frx0N?v5ir0hRddB?zNTzd I -2-0-0 • I 1-11-0 I 5.0.0 e . t 2-0-0 1-11-0 3-1-0 2x4 I I Seale=1:13.7 3 6 4 455 II ■ 7.00 12 2 ` 1.i milimiimimillmnimmi■ � ■ 7 S 5 2x4= 3x4= 1 I 5-0-0 I 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.02 2-5 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.04 2-5 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.04 Horz(TL) -0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:25 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=162/Mechanical,2=289/0-3-8 (min.0-1-8) Max Horz 2=71(LC 8) Max Uplift 5=-129(LC 5),2=-157(LC 8) 1 I I I I Max Gray 5=191(LC 2),2=347(LC 2) \\\\\\\``S S.1( 1/// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. lJ •' `7'' / N ,J� ‘CENs -'•..c �� NOTES (9-11) -- 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 — / a 34869 2)Provide adequate drainage to prevent water ponding. -' r/\ — 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — •%4 - cf 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. U 14/ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 129 lb uplift at joint 5 and 157 lb uplift at STATE OF joint 2. FLORIOP' `r�,w� ■ 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. S \v�-. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)62 lb down and 106 lb up at /1/1`370. // t / \\ 1-11-0,and 62 lb down and 106 lb up at 3-10-12 on top chord,and 11 lb up at 2-0-12,and 11 lb up at 3-10-12 on bottom chord. //// NIA`,`��\\ The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)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. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)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:1-3=-44,3-4=-44,2-5=-10 Concentrated Loads(Ib) Vert:3=-53(B)6=-53(B)7=4(B)8=4(B) April 94,201! • • 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 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 ANSIITP11 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. KM t tuna thUSS type `°Y '•r 19695506 156960 Too Hip Truss 1 1 Job Reference(optional) Builders Fe5tSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek industries,Inc. Fri Apr 24 14:29:27 2015 Page 1 ID:wCDOscCGVVnBXZVAVpnSvuYyWAzb-CA?ARUibst4?4TvMTFjDnS01 cmBBg749w5MBkSzNTzc j , 2-8-0 2-8-0 71-0 4-5-0 , „-0,4 3-11-14 , 15-0-11 3-11-14 , 19-5-11 4-5-0 , 21-9-0 2-3-5 , Scale=1:36.7 6x8— 6x8= 3x4 = 3 11 12 4 13 14 5 .r 7.00 12 ___, W1 W1 T3 6 T1 2 - B1 • 71 = B1 7 5x8 — 5x8 = 15 16 ,0 17 18 9 19 20 8 21 22 Y N 3x4 = 4x6 = 354 = 0 0 d 15-0-11 21-9-0 I I 2-8- 0 I 7-1-0 I 7-11-12 I 6-8-5 Plate Offsets(X,Y): f2:0-5-0,Edge1,13:0-6-0,0.2-41,15:0-6-0,0-2-41,16:0-5-0,Edpe] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.34 2-10 >747 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.54 2-10 >481 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(TL) 0.41 7 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight 109 lb FT=20% LUMBER BRACING TOP CHORD 2x8 SP 2400F 2.0E'Except' TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc purlins. T2:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-15 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS (lb/size) 1=934/0-3-8 (min.0-1-8),7=937/0-3-8 (min.0-1-8) \\\`t\t 1 I I I 1///// Max Horz 1=103(LC 5) Max Uplift 1=-528(LC 8),7=547(LC 9) .`�`�,�vS S.K '''% Max Gray 1=1106(LC 2),7=1110(LC 2) \ ,J �GENSF �^ i i FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. c` TOP CHORD 1-2=-489/271,2-3=-2083/1011,3-11=1987/1043,11-12=-1983/1041,4-12=1980/1038, - * . 34869 4-13=-1936/1025,13-14=-1938/1027,5-14=1942/1029,5-6=-2070/1019,6-7=-481/254 — BOT CHORD 2-15=-981/1965,15-16=981/1965,10-16=-981/1965,10-17=-1114/2090, _ ,' r --, 17-18=-1114/2090,9-18=-1114/2090,9-19=-1114/2090,19-20=-1114/2090, _ ./ / r#A CC 73 8-20=1114/2090,8-21=-906/1917,21-22=-906/1917,6-22=906/1917 - CLO... WEBS 3-10=-191/399,4-10=-229/293,4-8=-275/267,5-8=-231/450 II :��::STATE OF NOTES (11-13) S,. FCORI�A �jN N. 1)Unbalanced roof live loads have been considered.for this design. '••. RI• 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;Encl., '/7 SI .` \'\ GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 A 1 3)Provide adequate drainage to prevent water ponding. /////1 '1 1 1 I \\\\ 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)1,7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 528 lb uplift at joint 1 and 547 lb uplift at joint 7. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)48 lb down and 123 lb up at 8-0-12,48 lb down and 123 lb up at 10-0-12,and 48 lb down and 123 lb up at 12-0-12,and 48 lb down and 123 lb up at 13-8-4 on top chord,and 181 lb down and 143 lb up at 4-0-12,112 lb down and 52 lb up at 6-0-12,42 lb down at 8-0-12,42 lb down at 10-0-12,42 lb down at 12-0-12,42 lb down at 13-8-4,and 112 lb down and 91 lb up at 15-8-4,and 185 lb down and 145 lb up at 17-8-4 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). Continued on page 2 April '4,201! I h A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 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 Julius Lee PE. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiliity of the 1109 Coastal. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPI7 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. too nubs irUSS Iype - uiy ny 19895507 156960 T41 Hip Truss 1 1 ;Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:29:28 2015 Page 1 ID:wCDOscCGWnBXZVAVpnSwYyWAzb-gMZYegjDcBCrhdUY1 zFSKgwHSAcLZaLJ816kGuzNTzb i 2-8-0 I 7-1-0 • I 9-1-0 I 13-0-11 1 15-0-11 { 19-5-11 } 21-9-0 P 2-8-0 4-5-0 2-0-0 3-11-12 2-0-0 4-5-0 2-3-5 Scale=1:37.3 7.00 •2 5x8 = 4x5 = 4 5 T3 6x8% „� 6x8 '•, •', I/ T4 T1 7 2 B1 •• j 1 I 81 I 8 - 1 5x8 = 11 10 9 5x8 = a _ 3x4 = 3x6 = 3x8 = 4 0 o T 2-8-0 I 9-1-0 I 13-0-11 I 19-5-11 I 21-9-0 I 2-8-0 6-5.0 3-11-12 6-5-0 2-3-5 Plate Offsets(X,Y): 14:0-6-0,0-2-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) 0.19 2-11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.34 2-11 >759 180 BCLL 0.0 • Rep Stress Incr YES WB 0.17 Horz(TL) 0.25 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:118 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2'Except` TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc purlins. T1,T4:2x8 SP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 8-5-12 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS (lb/size) 8=582/0-3-8 (min.0-1-8),1=582/0-3-8 (min.0-1-8) \\\11111 I I I J/�///// Max Horz 1=134(LC 9) \�� `�S•S•K I,, Max Uplift 8=-151(LC 13),1=-153(LC 12) Max Gray 8=689(LC 2),1=690(LC 2) ■ J� \CENS$-• '••C`X\ r--FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-372/164,2-3=-1478/622,3-4=-1330/610,4-5=-1104/534,5-6=-1310/601, * . 34869 6-7=-1454/610,7-8=-369/167 — /SOT CHORD 2-11=479/1327,10-11=-301/969,9-10=301/969,7-9=-459/1278 / WEBS 4-11=-223/571,5-9=-209/536,3-11=-631/311,6-9=570/286 =-0 .'` `i is 34869 cc_ NOTES (9-11) % IA STATE OF �\ 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., FL ORIOP ' • - ■ GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber ss `0\ DOL=1.60 plate grip DOL=1.60 l 3)Provide adequate drainage to prevent water ponding. '/////�O ON A1- `��\\ 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 1 1 1 1 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)8,1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 151 lb uplift at joint 8 and 153 lb uplift at joint 1. 8) 'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)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. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)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 ApriL24,201: t ► 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.Bracing shown Julius lee PE. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsrdieity of the erector.Additional permanent bracing of the overall structure is the responsibility riv, of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage.dekvery,erection and bracing,consult ANSUTPII Quality Criteria,DSB-08 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,VA 53719. CO D3 07 '11 » C / 0)co Cn m r m r D II D v,z Z X I I ii A D O v n .N ° o D a CD --I m -=.° '7-.(o no a 0 3 m Cl) () 7 7 7 N O � ? ° °1 ��(Z) m Z 0 c a Q 5O ° a a 9.s.,, m w c ''a n G D °a , - n� 3 °D 7 D•W° ° c � 3a '0 amc, Nam c < c , c�° z p c CT 5 ° xa, r (-5-d" m 0 - � c (° a _ y O N a 7.�0 Qn + a' �N •-< "a)-•OC7 /, (, N 6C7 O ( N � ° 3 a) , n Q "p ' 0 O > D a)N -I CO � D o<(1) S D o O-co 6 D S n a) n � a ��° m (D v ° � o 2o ^ oa moo ° CD ...< � c3 CD � -' c CL 0 m�5 CD -co m mo ° ^ -Io-� oO ° O °' on ° n m 5 7 Z y K cnWa2 70 -� 3 - ay c° °m 0 - 3 m°5mo -'I m ° c 00,o- mn-oO 3 •N 7w 0, ni o nv ° o 5 ° map N 3-• c° ° v> m m a CD 5-u, c -I D3w CL) o 3 c '' ° ° nv 7 O n, ao n° ° p m O 7 o o y m- Q. n y o o N x Z � 3 �_ 7c m �(Dn °.mow o n C O 7 o 7 N ,O o (° x nN l Q 7 6 0n ( O 7_co.7 . _ S O (n S O / co (c)zlDm v z -4 Dc- TOP CHORD (7'malco n X cc 273 0 -,XoT . O 3o moZ °' z L oa - m p W73 mz(-n o C mODU-ice X C H 3�m O xi z W m v 01 D H N2-7 N in (D D m rn 13 XI -Ir- O O a Sv SD 71 v m X m D-< * 0 3 M n m 0 DX O o 73 z o m Co No o v' < m Zc = oo. N //� � < w O -Z+ �m fN V� N T D� p � y r' N Q1 m m Cn , w O W m D A CO i� o � A x Co { m m �' e-l- CD W D z O-, � x 2 I Z7:1 V✓56 W ,j, D p x m� ° m--4.5 (T MEV .p Z o m TOP CHORD O t0 CO v T V, A W N -, 0 cu DO In a,.Z1 V mC J N p C) O W In N> r O_) p C) C C DC C O O O 1) C) N a.-n o Z c'3 f -1 a D (v N o 'a< p_<m `, voo 0 m° m.° (pod3 aa, 3a3 c°m -m mC a,^ 0 C om'o 0m 4'< mm ma Ili -, _ co E J N O Q.p �: p Sj 0 O-O f N N O a, m 3 7 '.N p ^ TS) m of ago m oo 3 c'o m'm m r,,z fD Nm a o m <_' z ,,a v_ m m'm ma 3m ma co- d ° (Q CD 12 N .a, '339 n d 2 a. a 5-a ar c a c o Q T x o a N N a m 3 p ! IHIH V m m m.O_ Q m - N N =9 a .c N _3.O o c a O _ 5'. c C O N a O =.a 0=10 m- n'c (D Q 3 0 mfl')m a 0 _ C °m d 3 N N a l0 c 9 -p c _� f0 j O' -, ry -N C O - ] O" c m O O 0 .� - -O C D m p- .Q ()2 C 0 ° o N a m N f N N a N 5 m 3= a N »a o f n cn a a O N a Co U p a m (O.0 0 < ��/ N C N 2 m O- .- m 3 a, J DC m 2 O . d C N C .O a a) a O(n 0 0 0 m-m C m a m .a fn O d N C C 1 3 al 0) N,N O a,p' Q N (D a O m _ fn?.N m a N - fO cu `l E ma mm3 o m m mm os c- a mN 3o . -"E- Dmo -< oN ma°, m3' 9�. fo N O co�Y m0 a,v m 3 m,, m m m Sn, a'o m m N L. Zm m a a a 0 m — C•m m.� o m N m m a 0- 0 m 0 a = °N m m °c m Ina c y -0 N o d_a m e GZ aa,, 5_T ma, o -, C 9 -0 5 a .n o G)a <c, m Z c f f., - -0 C 0-'0 m m,Q c /A p �� a m c d N c j m m ' Q o cn", v_? d m o p c -,a-'m 'n y V/ 10 m-O 0 -o 0 N CO 5 (D m �' fn ('1 7 m a m o —Cr . o a o_ o d d c '^ m v o m d =1 Q -m m y .< c a F - C m 3 m° c 0- x m a c° Q ,- -o d N S'a y m° �v �.a £ Q d ° m a 3 '.}� 0 m nc f m o ( a d p -0 0 0 c mS' m m- cn- (D 0 N, oN n O 0 � S a N Na, 0a OV C m^ .3.. c - a 0, 3,1^JD _ (D� -0 ell• �✓ f c0i 77 2 m m m o 3 0 to �/ 5 j0 Nm •2 p m a Q o m3• NQ Q a a� N N NT (-) O m a 'O to S O p N !n m m N O m 0 (n N �_ m a° a ° c o 3 m m N z m . s< O cr — Cl)CD it F O R T E ` JOB SUMMARY REPORT 656960.4te 01:Level Member Name Results Current Solution Comments Bml Passed 2 Piece(s)1 3/4"x 16"1.9E Microllam®LVL Bm2 Passed 2 Piece(s)1 3/4"x 16"1.9E Microllam®LVL Bm3 Passed 2 Piece(s)1 3/4"x 16"1.55E TimberStrand®LSL • Forte Software Operator Job Notes 8/20/2015 11:24:24 AM Builderrs s First t Sour Forte v4.6,Design Engine:V6.1.1.5 B.Philip Shoemaker 656960.4te ource i (904)680-6272 philip.shoemake @bldr corn Page 1 of 4 MEMBER REPORT Level, Bm2 PASSED FORTE 2 piece(s) 1 3/4" x 16" 1.9E Microllam® LVL - Overall Length:17 7 0 • + +• o ,: ,,..., _ . o r r r r r I1770 X X 0 El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 6912 @ 17 5 0 8881(3.50") Passed(78%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(Ibs) 6145 @ 15 11 8 10640 Passed(58%) 1.00 1.0 D+ 1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 26737 @ 11 8 0 31114 Passed(86%) 1.00 1.0 D+1.0 L(All Spans) Building code:IBC Live Load Defl.(in) 0.427 @ 9 1 10 0.575 Passed(L/485) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.669 @ 9 2 4 0.863 Passed(L/309) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(1/360)and Ti.(1/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 4 6 11 o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Loads to Supports(lbs) I Supports Total Available Required Dead Floor Total Accessories Live 1-Column-SPF 3.50" 3.50" 1.86" 1586 3132 4718 Blocking 2-Column-SPF 3.50" 3.50" 2.72" 2538 4374 6912 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1-Uniform(PLF) 0 0 0 to 12 0 0 N/A 50.0 133.0 Flood 2-Uniform(PLF) 12 0 0 to 17 7 0 N/A 124.0 332.0 Floor2 3-Uniform(PLF) 0 0 0 to 12 10 0 N/A 56.0 150.0 Floor3 4-Point(lb) 12 10 0 N/A 1841 2131 Bm 1 Weyerhaeuser Notes .SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/20/2015 11:24:25 AM I Forte v4.6,Design Engine:V6.1.1.5 I D.Philip Shoemaker 656960.41e Builders First Source I (904)6806272 I philip.shoemaker@bldr com Page 3 of 4 August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 ` I - IO ® MiTek Industries,Chesterfield,MO Page 1 of 1 DE100 Note:T-Bracing/ I-Bracing to be used when continuous lateral bracing , P • is impractical.T-Brace/ I-Brace must cover 90%of web length. ,==== LVf a Note:This detail NOT to be used to convert T-Brace/ I-Brace 1 webs to continuous lateral braced webs. MiTek Industries,Inc. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss Specified Continuous 2x4 or 2x6 or 2x8 10d 6"o.c. 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 k Specified Continuous k Rows of Lateral Bracing SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace k 2x6 2x6 T-Brace 2x6 I-Brace WEB 2x8 2x8 T-Brace 2x8 I-Brace k T-Brace/ I-Brace must be same species k and grade (or better)as web member. T-BRACE •- •1/0 \00\1 1 1 1 1//0i.// vS S.K %, tp `� J . .ocEN4. C` /'. Nails . .,,,,,.___,..- Section Detail - * N i 34869 0 T-Brace , p 6/22/11 • cv; �� STATE OF Web % FCORIDP. ' �g "/s�O NIA` ? Nails 1109 COASTAL BAY ►_E4 BOYNTON BC, FL 33435 Web ►i I-Brace Nails k JANUARY 1, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL SP . MiTek Industries,Chesterfield,MO Page 1 of 1 ===1 �\ �I�I NOTES: UI 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER 1 1 oo AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND i ,==== EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. q -�0 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH �vr 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 0 .131 • 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR J ILLUSTRATION PURPOSES ONLY 6 .162 108.8 99.6 86.4 84.5 73.8 i r) z .128 74.2 67.9 58.9 57.6 50.3 9, .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 el ,.� NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. PVAn NEAR SIDE 1 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°T0 60° 30°TO 60° 45.00° 45.00° -7' '' )5.00° I ,- `\11111111///�/\J . oCENF . �.,3s s•h: ', N, 34869 • _ O 6/22/11 : . ,.. STATE OF �∎ . i •••::L.ORIDP,.• `• ''//7,ONA�-1�\\ 1109 COASTAL BAY BOYNTON BC, FL 33435 FEBRUARY 14, 2012 STANDARD PIGGYBACK ST-PIGGY-7-10 TRUSS CONNECTION DETAIL MiTek Industries,Chesterfield,MO •=I.t. II I ® MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. i oo CATEGORY II BUILDING -,oo EXPOSURE B or C ASCE 7.10 l DURATION OF LOAD INCREASE:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek Industries,Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING 1 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 IL 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 •• DIRECTIONS AND: 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR 2.2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM •w giliN 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: •� -II\ REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On �,I` �I\\_\\I\ PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE `OINNNi\ \ TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. ,. _•i� \. SCAB CONNECTION PER �1 ,�, -�,I, NOTE D ABOVE i ,\ ,\ \., ice;.` 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 � .\ and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED \\\ \t 1 I I 1 ��/ EXTEND THROUGH TO CAP TRUSS REQUIRING A VERTICAL WEB: \'\■_,\ .• S'K BOTTOM CHORD \\\ --``�..••""'••: � /i� OF PIGGYBACK 1) VERTICAL W EBS OF PIGGYBACK AND BASE TRUSS &'. \CENSk.'••§� MUST MATCH IN SIZE,GRADE,AND MUST LINE UP • AS SHOWN IN DETAIL. 2) ATTACH 2 x x 4'-0"SCAB TO EACH FACE OF — i N' 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 = I I ::::= VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) '`, W (MINIMUM 2X4) / 9 12 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM STATE OF CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW \_` NA! BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS - F/-O.RA.19p. ,•ar,� re. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, �/7 Si A r ` \\`�/�\ NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. �/ �'Y 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH /I I I I I 1 1\ THE PIGGYBACK AND THE BASE TRUSS DESIGN. 1109 COASTAL BAY BOYNTON BC, FL 33435 • il FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 • MiTek Industries,Chesterfield,MO Page 2 of 2 LEI I ® ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD ,, ,===== Trusses @ 24" o.c. t ,= v HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. L�v (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. (17,.-3., ' is 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 MAY RESULT FROM THE BRACING OF THE GABLE ENDS 2X 4 PURLIN FASTENED TO FOUR TRUSSES '► 111 WITH TWO 16d NAILS EACH.FASTEN PURLIN \ TO BLOCKING W/TWO 16d NAILS(MIN) Ilail� Diag. Brace PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points N SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING if needed 1111L4k. \ TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d COMMON WIRE NAILS. End Wall '■---'' - � _--� ' �• 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 FOLLOWING NAILING SCHEDULE. METHOD 2:ATTACH 2X_SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG 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 1010 , 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 Oil MEMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE ■,4444 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. I. OTHER METHO L STRUCTURAL .,. AN ADEQUATE BE PRESENT TOIPROV DE FOOL LATERAL SU pDPpOFYBER I GABLE TRUSS ' CHORD TO RESIST ALL OUT OF PLANE LOA`qNS�THE SdCIN� HN - ,� IN THIS DETAIL IS FOR THE VERTICAUS�WDS�(�I�Y.�s o — ,\� ..-* OCENS � / NOTE:THIS DETAIL IS TO BE USED ONLY FOR * N�. 34869 11 1:'� STRUCTURAL GABLES WITH INLAYED ' -STUDS.TRUSSES WITHOUTINLAYED _S ARE NOT AD _ l ii I W I /29/12 • �; % if STATE OF STANDARD I % FLORtO1 . �GABLE TRUSS / S ••'•••• �\�� f '/�,��N AL`�. �,�� 1109 COASTAL BAY '_"' BOYNTON BC, FL 33435 ■ TECHNICAL BULLETIN eveApril2010 . • Bulletin TB-300 by Weyerhaeuser Table 2A: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (Ibs)111 Fastener Type Hanger Wood USP WS Simpson SDS Beam Configuration Screw Type Length #Screws #Screws 2 4 6 8 2 4 6 8 71I 1 : ' FACE 131 3'/2" 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 3-ply 1'/a' l (51/4" Beam) ; TOP(2) 3'/2' 720 1,435 2,155 2,870 1,020 2.040 3,060 4,080 3'/2"+1'/.,, FACE 3'/2' - (51/4" Beam) - { 141 TOP 3/2 720 1,435 2,155 2,870 1,020 2,040 3,060 4,080 11. F: ' 31/2"+13/," FACE 3W 1,435 2,870 4.305 5,740 2,040 4,080 6,120 8,160 (5'/4" Beam) 1 i i [' FACE(2) 6"'5' 1,055 2.110 3,165 4,220 1.360 2,720 4,080 5,440 4-ply 11/4" ( { ) (7" Beam) i TOP 121 6"`5' 705 1,405 2,110 2.810 905 1,815 2,720 3,625 3W 1,915 3,825 5.740 7,655 2,720 5,440 8,160 10,880 2-ply 1 13/a��+ 31/2 FACE 131 P 6"cel 2,110 4,220 6.325 8,435 2,720 5.440 8,160 10.880 (7" Beam) 3W 640 1,275 1,915 2,550 905 1.815 2,720 3,625 TOP(2) 6"`5' 705 1.405 2,110 2,810 905 1.815 2,720 3.625 2-ply 31/2" I FACE! 6„c5l 1.055 2.110 3,165 4.220 930 1,860 2.785 3.715 (7" Beam) TOP(2) . 2-ply 1'/4"+ 31/2" FACE 1 6.,(5) 1,055 2,110 3.165 4,220 1,360 2.720 4,080 5,440 (7" Beam) i TOP(3) FACE(4) 6"`5j 1,055 2.110 3,165 4,220 930 1,860 2,785 3,715 2-ply 13/4" +31/2" (7" Beam) TOP141 6"15' 705 1.405 2,110 2,810 905 1,815 2,720 3,625 51/4"+ 13/4" FACE 1 3W 1,915 3,825 5,740 7,655 2,720 5.440 8,160 10.880 (7" Beam) TOP(3) 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 Parallamt PSL and Microllamt LVL,but are not recommended for TimberStrand''LSL. Page 2 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com w ,�1Weyerhaeuser. Level Miaollam,Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company All rights reserved • y TECHNICAL BULLETIN e"e V April2010 Bulletin TB-300 by Weyerhaeuser _ ;_ 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 31,4)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 Joist®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"0 maximum holes • Lead holes not required for wood screws if Conc.Load Conc.Load m m Conc.Load Conc.Load GE @ 00 . N N■ O / N O Q v • • -a • / • to • A II ... ..\EQ4 EQ.\ 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=7W for'/z'0 bolts d=91/4"for'/:"0 bolts d= 11W for'/2"0 bolts d=9%"for'/"la bolts d=14"for'/v"0 bolts d= 16"for'/."0 bolts 0 Conc. Load Nailed Connection Detail 0. ., *STAGGER NAILS TO • • / PREVENT SPLITTING • • •• 16d Sinker(typ) 11/2" X I 1 I I 9" 1 (0.148" x 31/:') Typ. I I (+/-1") I [_L6 Nail Pattern 12 Nail Pattern 18 Nail Pattern Page 4 of 8 24 Nail Pattern CONTACT US • 1.888.iLevel8 (1.888.453.83581 •www.iLevel.com (Weyerhaeuser,iLevel,Microllam,Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.02010 Weyerhaeuser NR Company.All rights reserved. • Ieve ` TECHNICAL BULLETIN March 2010 .;, t, f,:wus(,. Bulletin TB-30Q 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 Micro Ilam®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. V • Brg. (Typ.) • 1 L -A • J L J L J L a L J L r • Additional 3-13/:' x 14" MicroIlam® LVL Beam, Flush -"" Connection ` Required for Concentrated Face Mount Hanger with 5,000 lbs Reaction Load I- 3 r 2- 1/" x 14" Microllam® LVL 14" Floor Joists @ 24" o.c., Typ. Beam, Flush ` r Partial Framing Plan Page 6 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.83581 •www.iLevel.com AWeyerhaeuser.!Level,M■crollam,Paraliam.Timbe•Straod anc Trus Josst a'e registered trade narks and Forte!s a trademark of Weyerhaeuser NR F>2010 Weyerhaeuser NR Company.All nghts reserved • urvirrior 1 LJAIIP' A 1 D111 I Cl-IA, a Fars MEMBER REPORT Level,Floor:Flush Beam aokwan ) 3 PIECE(S) 1 3/4" x 14" 1.9E Microllam®l LVL PASSED Overall Length.15' :r-----11 u ill All Dimensions are Horizontal.Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF System•Floor Member Reaction(Ibs) 7595 0 2" 7809 Passed(97%) -- Member Type:Flush Beam Shear(Ibs) 6837 0 1'5 112' 13965 Passed(49%) 1.0 Building Use:Residential Moment(Ft-Its) 25215 0 4'11 7/8" 36387 Passed(69%) 1.0 Building Code:IBC Live Load Deft(in) 0.356 0 7'1 13/16' 0.489 Passed(L/494) -- Design Methodology:ASD Total Load Dell.(in) . 0.456 7'1 7/8" 0.733 Passed(L/386) -- • Deflection criteria:LL(U360)and TL(1.240). braced to provide lateral stability. • Design results assume a fully braced condition where all compression edges(top and bottom)are properly p • Bracing(Lu):All compression edges(top and bottom)must be braced at 13'15/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Total Available Required Support Reactions(Ibs) Accessories Supports Bearing Bearing Bearing Dead I Floor!Roof!Snow 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 Tributary Location Dead Floor Live Roof Live Snow Comments Width (0.90) (1.00) (non-snow:1.251 (1.15) 1-Uniform(PSF) 0 to 15' 1' 1 JC C 400 0 0 0 0 0 10'Foot 2-Point(lb) 4' N/A 1 D"i: 2.000. C 0 Shear(Ibs) Moment(Ft-ibs) Comments Location Analysis Actual/Allowed 1 LDF Actual!Allowed!LDF 1-3• 60351 13965 1 1.0 191861 36387 i 1.0 BOLTS LEFT OF HANGER 2-5 39/12569/0.9 25215/36387/1.0 BOLTS RIGHT OF HANGER Forte"Software Operator Job Notes 3/25/2010 9:0221 AM iLevel Forte"'v1.1,Design Engine:V4.8.0.1 Page 1 of 1 Page 8 of 8 I CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com I Weyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and TnAs Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.®2010 Weyerhaeuser NR Company.All rights reserved. r: • eve TECHNICAL BULLETIN March 2010 by Weyerhaeuser Bulletin TB-300 Solution: • Use the iLevel Trus Joist®Beams, Headers,and Columns Specifier's Guide(#TJ-9000)to select a connection for the uniform loading. Multiple options exist that meets or exceed the 500 plf requirement: — 2 rows of/i'diameter bolts at 16"on-center(570 plf) — 2 rows of USP WS35 wood screws at 16"on-center(540 plf)on each side of beam — 2 rows of SDS '/"x 3W at 24"on-center(510 plf)on each side of beam — 2 rows of 5"TrussLok wood screws at 24"on-center(500 plf) • Determine what additional connection is needed for the concentrated load using the information in this Technical Bulletin: 1. Using Table 1,2A or 2B of this bulletin, locate the section for a 3-ply 13/4'member and face mount hanger. Again, multiple options exist that exceed the 5,000 lb load requirement: — '/z"diameter bolts in a 6-bolt connection (6,300 Ibs) — 16d(0.148"x 3W)sinker nails in an 18-nail connection (6,370 Ibs) — 3W WS wood screws in an 8-screw connection (5,740 Ibs) — 3W SDS wood screws in a 6-screw connection(6,120 Ibs) — 3%"TrussLok wood screws in an 8-screw connection (6,410 Ibs) Note that the allowable applied concentrated load is dependent upon the type of hanger used and 16d common nails must be used for face mount hanger installation to achieve the capacities shown. 2. If the bolted connection option is chosen,the 3-ply beam must be checked for the effect of the bolt holes from the 6-bolt connection. This task may be accomplished by utilizing the location analysis feature in iLevel software. Per the detail on page 4,the bolt holes will be located approximately 1'to either side of the concentrated load location. After inputting the span and load information,choose the two locations corresponding to the concentrated load location (+1) 1'. Upon completion of the analysis, compare the calculated shear and moment for each of the two locations against the reduced allowable shear and moment capacities of the beam for the bolt pattern selected using Table 3 on page 5 of this bulletin. See the Forte®software output on the following page for results of this analysis. The 3-ply Microllam®LVL beam works for the given loading. Refer to the highlighted values for the results at both bolt locations(1'on either side of the load). The highest calculated shear at either location is 6035 lbs. The highest calculated moment is 25,215 ft-lbs. The connection is less than 5d (48"< 14"*5=70")from the end of the member. From Table 3 of this bulletin,the reduced allowable shear for the 3-ply 14"Microllam®LVL beam with the 6 bolt pattern located less than 5d from the end of the member is 8,795 lbs while the reduced allowable moment is 31,905 ft-lbs. Therefore,the beam is acceptable with the 6 bolt connection. • Select the preferred options for both the uniform load connection along the length of the beam and the concentrated load connection at the hanger location and specify both on the drawings including information on fastener type,size, spacing and installation pattern as appropriate. Page 7 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.83581 •www.iLevel.com Weyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.02010 Weyerhaeuser NR Company All rights reserved. 1-7-Ieve TECHNICAL BULLETIN . March 2010 by Weyerhaeuser Bulletin TB-300 Table 3: Allowable Capacities of 5+/4" Beams with Bolt Connections Bolt Conn. Beam Depth Dia. Loc. 71/:' 91/4" 9+/2" 11+/4" 11'/8" 14" 16" 18" 20" 24" <5d 6,235 6,545 8.755 9,560 12.345 15,005 Max +/2" >5d 10,150 10,500 12,950 13.825 16,800 19,600 - Shear <5d 3,995 4,260 6.210 6,940 9.510 12,015 -J (Ibs) '/." >5d 8,750 9,100 11,550 12,425 15,400 18,200 ® -c3 2 10,605 15,295 15.685 23.905 32,760 42,265 +/2„ 4 9,355 13,470 13,730 20,915 28,725 37,250 6 9,350 13,470 13,730 20.910 28.725 37,245 Max 8 13,510 20,575 28.275 36,685 • Moment (ft-lb) 2 10,600 15,290 15.685 23.900 32.755 42,260 i- 3/4„ 4 9,900 14,215 14,195 21.490 29.020 37,225 6 29.015 37,220 8 36,655 <5d 2,745 4,445 4.665 6.240 6,810 8.795 10,690 12.610 14.545 18,440 Max +/2" >5d 5,235 7,230 7,480 9,225 9,850 11,970 13,965 15,960 17,955 21,945 Shear <5d 1,455 2.845 3.035 4,425 4,945 6.775 8.560 10.390 12.250 16,040 3 >s ) /4 >5d 4,240 6,235 6.485 8,230 8,855 10,975 12,970 14,965 16.960 20,950 J 2 9.960 16,220 17,105 23.990 26.730 36.385 46,670 58,130 70.740 99.375 c E 4 9,025 14,305 15,065 21.000 23,385 31,905 41,130 51.535 63.100 89,670 `-° +/2 6 14,305 15,060 20.995 23,385 31,905 41,125 51,530 63.100 89,670 o Max 8 20,660 23,010 31.405 40,510 50,795 62,250 88590 Moment 2 9.950 16,210 17,100 23.985 26.725 36,380 46,665 58,125 70.740 99,370 (ft-lb) 4 15,145 15,895 21,710 24.030 32.235 41,105 51,120 62,285 88,015 3/4r 6 32,230 41,100 51,115 62,280 88,010 8 40,475 50.335 61.335 86,745 Max y2•• <5d 4,520 4,745 6,350 6,930 8.950 10,880 12_830 >5d 7,360 7,615 9,390 10.025 12.180 14,210 16,240 Shear <5d 2,895 3.090 4,505 5,030 6.895 8.710 10,575 0 (Ibs) '/° >5d 6,345 6,600 8,375 9,010 11,165 13,195 15,225 a !2 18,090 19,080 26,760 29.815 40,740 52,430 65,495 E E 4 15,960 16,805 23.420 26.085 35,725 46,205 58,065 ,/2„ m 6 15,955 16,800 23.420 26.080 35,725 46,205 58,060 - Max 8 23.045 25,665 35,165 45,510 57,235 `o Moment 2 18,080 19,070 26,755 29.810 40.735 52,425 65,490 a (ft-lb) 4 16,890 17,730 24.215 26,805 36,095 46,180 57,600 3/4 6 36,085 46,170 57,595 8 45,470 56,715 Table 3 General Notes • Connection location refers to distance from face of bearing to centerline of connection,where d is the beam depth. Less than 5d refers to connections located less than five times the depth of the beam from the face of bearing. • Shear reduction has been taken in accordance with NDS 3.4.3.3. • All values shown are for 53/4"widths. Multiply by 1.33 for 7"wide beams. • 9+/4" and 11+/4"TimberStrand"'LSL are 1.3E grade, all other depths are 1.55E grade. Page 5 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser,iLevel,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 April 201G by Weyerhaeuser Bulletin TB-300 Table 2B: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (Ibs)(') Connection Name Hanger Wood TrussLok Beam Configuration Screw Type Length #Screws 2 4 6 8 i FACE)3) 3%" 1,600 3,205 4,805 6,410 3-ply 13/4" (51/4" Beam) r I TOP(2) 3%" 800 1,600 2,405 3,205 FACE 3%" -- --- 31/"+13/4„ (51/4" Beam) /, TOP(4) 3%" 800 1,600 2,405 3,205 31/2"+1%" t FACE/ (5'/." Beam) [ TOP(3) 3%" 1,600 3,205 4,805 6,410 FACE(2) 5",6'/." 1,160 2,320 3,480 4,640 4-ply 1%" (7" Beam) , ?' TOP(2) 5".6%" 775 1,545 2,320 3,095 FACE(3) 3%" 2,135 4,270 6,410 8,545 2-ply 11/4"+31/2" 5",6%" 2,320 4,640 6,960 9,280 (7" Beam) TOP(2) 3%" 710 1,425 2,135 2,850 5".6'/." 775 1,545 2,320 3,095 2-ply 31/2" FACE/ (7" Beam) TOP 1 21 5",6%" 1,160 2,320 3,480 4,640 FACE/ 2-ply 13/4" +31/2" TOP(3) 5".63/4" 1,160 2,320 3,480 4,640 (7" Beam) FACE141 5".63/." 1,160 2,320 3,480 4,640 2-ply 1%"+31/2" (7" Beam) TOP(4) 5",63/4" 1,160 2,320 3,480 4,640 51/4"+ 134" FACE/ (7" Beam) TOP(3) 5".63/4" 2,320 4.640 6,960 9,280 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 Page 3 of 8 ww CONTACT US • 1.888.iLevel8 11.888.453.83581 •www.iLevel.com L�1Weyerhaeuser.iLevel Microllam,Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.St 2010 Weyerhaeuser NR Company All rights reserved ■ TECHNICAL BULLETIN eve April 201C by Weyerhaeuser Bulletin TB-300 Multiple-Member Connections for Side-Loaded Beams with Concentrated Loads Table 1: Maximum Concentrated Load Applied to Beam — Bolt or Nail Connection (Ibs)111 Hanger '/z"e or 3/4"o Bolts(3N4) 16d (0.148"x 31/4") Nails Beam Configuration Bolt #Bolts #Nails Type Diameter{�) 2 4 6 8 6 12 18 24 , , ! 0.5 2,100 4.200 6,300 8,400 3-ply 11/4" FACE 2,125`5' 4,250`5) 6,370`5' 8,495f5i (5Y4" Beam) 0.75 3,060 6,120 9,180 12.240 0.5 760 1,525 2,285 3.050 s> re) tsl et TOP 1,060 2,125 3,185 4,250 0.75 930 1.860 2,790 3.720 j FACE --- --- --- --- 3'/1"+1'/4" - --- --- --- --- -- (51/4" Beam) 0.5 1.050 2.100 3.150 4,200 TOP 1,060 2,125 3,185 4,250 1 0.75 1,530 3.060 4,590 6.120 ^' 0.5 2,100 4.200 6,300 8.400 31/2"+1 3/4" FACE/ 2,125(5) 4,250`5j 6,370`5) 8.495`5' (5/4" Beam) -' TOP - 0.75 3,060 6.120 9,180 12,240 — 0.5 1,400 2,800 4.200 5.600 FACE --- 4-ply 11/4" 0.75 2.040 4,080 6,120 8.160 (7' Beam) TOP 0.5 675 1,355 2,030 2.710 --- --- --- --- i . aAi 0.75 825 1,655 2.480 3.305 0.5 2.800 5.600 8.400 11,200 FACE 2,830'5' 5.665`51 8,495'5j 11,330`5' 2-ply 11/4"+ 3'/z" j +`;, 0.75 5,025 10,050 15,070 20.095 (7" Beam) 1 0.5 935 1,865 2.800 3.735 TOP 945161 1,890`61 2,830`6' 3,775`6' 0.75 1,360 2,720 4.080 5.440 0.5 1,720 3,440 5,160 6.880 2-ply 31/2" 1 FACE --- -- --- --- (7" Beam) TOP 0.75 2,480 4,960 7,440 9,920 0.5 1.015 2.030 3,050 4.065 2-ply 11/4"+3'/z" ' '" FACE/ PY 1 --- --- --- --- (7" Beam) . , TOP 0.75 1.240 2,480 3,720 4,960 1t= 0.5 1.720 3,440 5,160 6,880 FACE -- -- -- 2-ply 13/4"+ 31/2" ' . 0.75 2.480 4,960 7,440 9,920 (7" Beam) ..., TOP 0.5 675 1,355 2.030 2,710 0.75 825 1,655 2.480 3,305 0.5 2.800 5,600 8,400 11.200 51/4"+ 11/4" FACE/ 2,830`5) 5,665`6) 8,495`5) 11,330`51 (7" Beam) _ TOP #s 0-75 5,025 10,050 15,070 20,095 t Se:; 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Washers required. Bolt holes to be 9/16"maximum for Y2"bolts. 13/16"maximum for'/."bolts. 3. Minimum end distance for bolts is 6". 4. Drilling bolt holes reduces the section of the beam and thus the load capacity of the supporting member. Shear and moment capacity of the beam must be checked at the location of each row of bolts. 5. Number of required nails shown must be installed from side opposite hanger. 6. Number of required nails shown must be installed from hanger side.Additionally,install half the number of required nails from side opposite hanger. Page 1 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) • www.iLevel.com AWeye•haeuser 1Level M n'o'larn Parallam TimberStrane and T us Jost are registered trademarks and Forte is a t'ademan,o'WeyernaeJser NR f 7C-C'WeyeThaeuse•NR Company All nghts reserved FEBRUARY 14, 2012 Standard Gable End Detail ST-GE130-001 DL(I io MiTek Industries,Chesterfield,MO Page 1 of 2 0 Typical_x4 L-Brace Nailed To 2x_Verticals W/1 0d Nails,6"o.c. Vertical Stud 00 (4)-16d Common 0o Vertical Stud O DIAGONAL L V I J=a C. V Wire Nails O BRACE MiTek Industries, Inc. b` 16d Common SECTION B-B e' Wire Nails 1. DIAGONAL BRACE ��11;= Spaced 6"O.C. 4'-0"O.C.MAX (2)-10d Common ��r 2x6 Stud or Wire Nails into 2x6 .,�' 2x4 No.2 of better TRUSS GEOMETRY AND CONDITIONS , whit SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_Verticals 12 SECTION A A w/(4)•tOd Common Nails ,©� Varies to Common Truss 2x4 tud PROVIDE 2x4 BLOCKING BETWEEN THE FIRST or M%iiiiiiM%iiiii.1%.% iiiiiiiii/i. SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. i ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d COMMON WIRE NAILS. / kihibbh_ 3x4= (4)-8d NAILS MINIMUM,PLYWOOD Ili M // //%%////////////// . SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 24"Max Roof Sheathin• NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. I:-::■IIIIIPF: �V�" / 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND IrrA WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1'-3" (2)-10 ' 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. �� (2)-1 Od NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT �.� BRACING OF ROOF SYSTEM. 41 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB .� OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF I ��• �rUS' '$ @ 24" o.c. DIAPHRAM AT 4'-0"O.C. �� 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 1 / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. r I / , ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. /2x6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace /ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS 11240. at 1/3 point COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed I;-; TYPE TRUSSES. it End Wall HORIZONTAL BRACE (SEE SECTION A-A) 2 DIAGONAL DIAGONAL Minimum Stud Without 1x4 2x4 BRACES AT Stud Size Spacing Brace IL-Brace L-Brace BRACE 1/3 POINTS \I I I I I f Species ��\ /// and Grade Maximum Stud Length \\\\ vs S k ./c�i i1 2x4 SPF Std/Stud 12"O.C. 4-0-7 4-3-2 6-0-4 8-0-15 12-1-6 ��\ J�` ' �CENg <` �� 2x4 SPF Std/Stud 16"O.C. 3-7-0 3-8-4 5-2-10 7-1-15 10-8-15 ' 2x4 SPF Std/Stud 24"O.C. 2-11-1 3-0-2 4-3-2 5-10-3 8-9-4 = i N�. 34869 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to _-0 1 / it W_-•o ne edge. Diagonal braces over 12'-6"require 2x4 I-braces r /2 9/12 W'attached to both edges. Fasten T and I braces to narrow edge - ;' LL/of web with 10d common wire nails 8in o.c.,with 3in minimum STATE OF ,•end distance. Brace must cover 90%of diagonal length. •FLZo % tI ..••--.cj�MAX MEAN ROOF HEIGHT=30 FEET //1//S/�r V A - '`',0\ \' CATEGORY II BUILDING //'f f I I I I t I EXPOSURE B or C 110 9 COASTAL BAY ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. BOYNTON BC, FL 3 3 4 3 5 DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST-STRGBCK 1 II I ® MiTek Industries,Chesterfield,MO Page 1 of 1 DLIOD '°° TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, , a 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET 1_14 I ALONG A FLOOR TRUSS. MiTek Industries,Inc. NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING ATTACH TO VERTICAL SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH WEB WITH(3) 10d NAILS (0.131"x 3") (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD (0.131"x 3") \ / ATTACH TO VERTICAL WEB WITH(3)-10d NAILS (0.131"x 3") . w.N-1, moll .Wh■In--pfr" VA Allir BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND ATTACH TWO#12 x R" RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WOOD SCREWS(.216"DIAM.) NAILING THE STRONGBACK NAILS(0.131"x 3")IN EACH CHORD o, RAIL, 111.1 MUT VO/A ll ve MI I IC i__`�r• I `RE USE METAL FRAMING ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH ATTACH TO VERTICAL SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD WEB WITH(3) 10d NAILS (0.131"x 3") STRONGBACK(DO NOT USE (0.131"x 3") DRYWALL TYPE SCREWS) ,0011III1/1// TRUSS -1 2x6 4-0-0 WALL BLOCKING �\\\ `\)S S./c �'/// STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHEFLS),_`\, ..• '" •�c.<,∎/i'• V •• ►-r = * = •—T* Fs],. 34869 */y • 6/22/11 • Li/ Z .. _. g = 17111 STATE OF THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, i '•.FLOR10P.•' DESIGNED BY OTHERS. IF SPLICING IS NECESSARY,USE A 4.-0"LONG /',,"VC)At V...,‘\\\\\ SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)- 10d NAILS i, (0.131"x 3")EQUALLY SPACED. /111 1 1 1 1 11 ALTERNATE METHOD OF SPLICING: 110 9 COASTAL BAY OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12)- 10d BOYNTON BC, FL 33435 NAILS(0.131"x 3")STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND1 1 ii I ® MiTek Industries,Chesterfield,MO Page 1 of 1 =OD GENERAL SPECIFICATIONS I ,= I loo 1.NAIL SIZE=3"X 0.131"=10d /j n 2.WOOD SCREW=3"WS3 USP OR EQUIVALENT (�tJ( L� DO NOT USE DRYWALL OR DECKING TYPE SCREW , MiTek Industries, Inc. 3. INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE PER DETAIL A GABLE END,COMMON TRUSS 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. 5.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. II i I, ,, ,1 „ „ II „ I „ II „ „ ,t I �1 % :: II I , ;, , I, 1, I, II i llz" II II 11 F ., II it II I, ,, I, ,, I, ,1 ,I I y 1, • �i 1 I ∎I BASE TRUSSES VALLEY TRUSS TYPICAL ' 1 VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 12 OR GIRDER TRUSS `1®I 11 r I SEE DETAIL A BELOW(TYP.) „_____„_____.. . :„........x.,.... SECURE VALLEY TRUSS W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH NAILS 6"O.C. WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 ATTACH 2x4 CONTINUOUS NO.2 SYP CATEGORY II BUILDING TO THE ROOF W/TWO USP WS3(1/4"X 3") EXPOSURE C WOINTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=50 P F MAX SPACING=24"O.C.(BASER Utf Lgi II//, MINIMUM REDUCED DEAD LO/a9`OM&FS•K /0 . ON THE TRUSSES ��\J�,••'GEN <� /' %. SF �i• *_ N34869 .* 11`�I �_ .gyp .�1 • W_ STATE OF .• %,///49.://.;1;2./..ORIDP'```�9\,: DETAIL A A1- ``� (NO SHEATHING) lr1I I I I% ' N.T.S. 1109 COASTAL BAY BOYNTON BC, FL 33435 l l F 0 R T E A MEMBER REPORT Level, Bm3 PASSED 2 piece(s) 1 3/4" x 16" 1.55E TimberStrand® LSL • • F Overall Length: 14 0 0 + Jr + D r , 1400 1 0 EI All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing Is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Moor Member Reaction(Ibs) 8744 @ 13 10 0 8881(3.50") Passed(98%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(Ibs) 6579 @ 12 4 8 11573 Passed(57%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 16256 @ 7 9 14 28178 Passed(58%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defi.(in) 0.203 @ 7 3 1 0.450 Passed(11800) -- 1.0 D+0.75 L+0.75 Lr(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.397 @ 7 2 8 0.675 Passed(11408) -- 1.0 D+0.75 L+0.75 Is(All Spans) • Deflection criteria:LL(1/360)and TL(1/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 7 0 12 o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Floor Roof Total Accessories Live Live 1-Stud wall-SPF 5.50" 5.50" 3.74" 2811 1723 1946 6480 Blocking 2-Column-SPF 3.50" 3.50" 3.45" 3704 5040 1646 10390 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. } Tributary Dead Floor Live Roof Live Loads Location Width (0.90) (1.00) (non-snow:1.25) Comments 1-Uniform(PLF) 0 0 0 to 14 0 0 N/A 74.0 198.0 - Floor 2-Uniform(PLF) 0 0 0 to 12 9 0 N/A 124.0 - - Wall 3-Point(lb) 12 9 0 N/A 1493 3991 - FG04 4-Uniform(PLF) 0 0 0 to 14 0 0 N/A 35.0 - 58.0 Roof Below 5-Uniform(PLF) 0 0 0 to 12 9 0 N/A 131.0 - 218.0 Roof Above Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 'Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Bloddng Panels and Squash Blocks)are not designed by this software.Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/20/2015 11:24:25 AM Forte v4.6,Design Engine:V6.1.1.5 1 D.Philip Shoemaker Builders First Source 656960.4te (904)680.6272 l philip.shoemaker @bldr.com Page 4 of 4 MEMBER REPORT Level, Bm1 PASSED 1 F O R T E 2 piece(s) 1 3/4" x 16" 1.9E Microllam® LVL • • Overall Length:16 9 0 + 1 1 + o O - - ii 1690 L 111 0 El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) ! System:Floor Member Reaction(lbs) 4225 @ 16 5 8 4225(1.61") Passed(100%) -- 1.0 D+0.75 L+0.75 Is(All Spans) iII Member Type:Flush Beam Shear(Ibs) 5511 @ 1 9 8 13300 Passed(41%) 1.25 1.0 D+0.75 L+0.75 Lr(All Spans) Building Use:Residential Moment(Ft-lbs) 27347 @ 9 1 0 31114 Passed(88%) 1.00 1.0 D+1.0 L(All Spans) i Building Code:IBC Live Load Defl.(in) 0.352 @ 8 3 0 0.538 Passed(L/549) -- 1.0 D+0.75 L+0.75 Is(All Spans) ' Design Methodology:ASD Total Load Defl.(in) 0.636 @ 8 2 4 0.806 Passed(L/304) _ -- 1.0 D+0.75 L+0.75 Lr(All Spans) • Deflection criteria:LL(L/360)and TI.(1/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 4 10 4 o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. -- Bearing Loads bp Supports(Ibs) - - Supports Total Available Required Dead Floor Roof Total Accessories PP live Live 1-Stud wall-SPF 5.50" 5.50" 4.19" 3066 1850 2374 7290 Blocking 2-Hanger on 16"SYP beam 3.50" Hanger' 1.61" 1841 2131 1063 5035 See note' •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 'See Connector grid below for additional information and/or requirements. Connector:Simpson Strong-Tie Connectors ( iSupport Model Seat Length Top Nails Face Nails Member Nails Accessories 1 2-Face Mount Hanger HGUS412 4.00" N/A 56-16d common 20-16d double shear • Tributary Dead Floor Lire Roof Live Loads Location Width (0.90) (1.00) (non-snow:L25) Comments Residential-Living 1-Uniform(PSF) 0 0 0 to 16 9 0 1 0 0 12.0 40.0 - Areas 2-Uniform(PLF) 0 0 0 to 9 3 0 N/A 124.0 - - Wall 3-Point(Ib) 9 1 0 N/A 1239 3311 - FG02 i 4-Uniform(PLF) 0 0 0 to 6 3 0 N/A 99.0 - 164.0 Roof Above 5-Point(Ib) 6 3 0 N/A 1447 - 2412 T21 Weyerhaeuser Notes ( SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. I Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.00m)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation Is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator 8/20/2015 11:24:24 AM Forte Software Operator Job Notes Forte v4.6,Design Engine:V6.1.1.5 D.Philip Shoemaker 656960.4te Builders First Source (904)680-6272 Page 2 of 4 philip shoemaker @bldr.com • •