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1303 OCEAN BKVD - TRUSSES FOR REMODELI i s Q g S a Z 1_3_3 m a o c .z xo Q. 0 1E: g Al"' r 0 lb. f.or 1111 01, tr- T T r N ] F- I- I- I- LJG ENGINEERING,INC. 419 SOPHIATERRACE ST.AUGUSTINE,FLORIDA 3 1095 FL CERT.OF AUTHORIZATIG N No.9784 SHOP DRAWING REVIEW D SPOSITION PPROVED 0 APPROVED AS NOTED ❑NOTAPPROVED BY "V 6" DATE t gat/ 201. Engineer of Record: FL.Cert.No.39476 LOUIS J.GABRIEL,P.E. ATTENTION: Review of shop drawings is only for conformance with the des gn concept of the protect and does not relieve the delegated engineer of responsibility for any deviat or -om the requirements of the ;ontract dor.0 r•nts nor from responsibility for errors =sons in the shop drawing9 r i 1 t A II 1 I- _ (l < •�,O 11173 0-0-V l 0 1 T C T T T T T I-" F- F- F- F- F V I 0-0-OZ 4. 't JULIUS LEE PE. OFFICE COPY • RE: 748247- 1303 Ocean Blvd 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: Durham Building Materials Project Name: 748247 Model: 14x20 Garage Lot/Block: Subdivision: Address: 1303 Ocean Blvd City: Atlantic Beach State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Floor Load: N/A psf Roof Load: 32.0 psf This package includes 2 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This document processed per section 16G15-23.003 of the Florida Board of Professionals Rules In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompany this coversheet. The latest a proval dates supersede and replace the previous drawings. No. Seal# I Truss Name Date 1 11 ;110943654 T01 12/30/01$ LJG ENGINEERING,INC. 2 (110943655 1T02 1 12/30/015 419 SOPHIATERRACE ST.AUGUSTINE,FLORIDA32095 FL CERT.OF AUTHORIZATION No.9784 SHOP DRAWING REVIEW DISPOSITION r' ( 1 APPROVED 0 APPROVED AS NOTED i rIIIIIIIII� � t' O NOTAPPROVED BY L G DATE‘ (2,\I 20 k 6 2 2016 Engineer of Record: FL.Cert.No.39476 LOUIS J.GABRIEL, P.E. ATTENTION: Review of shop drawings is only for conformance with the design concept of the protect and does not relieve the delegated engineer of responsibility for any deviation from the requirements of the contract docu- ments nor from responsibility for errors or omissions in the shop drawings \t t I I I I I// The truss drawing(s)referenced above have been prepared by MiTek ����\Vs S K i���,/ Industries, Inc. under my direct supervision based on the parameters ,` \.,.•-•••••.•• �� '; provided by Builders FirstSource(Jax). .. .J. NSF •.• *� o 34869 �•* = Truss Design Engineer's Name: Julius Lee - My license renewal date for the state of Florida is February 28, 2015. U t e. i— NOTE:The seal on these drawings indicate acceptance of —,0� STATE OF professional engineering responsibility solely for the truss \��ORIO components shown. The suitability and use of this component ',, \� for any particular building is the responsibility of the building �'//,, NIp,,\.. cember 30,20]5 designer, per ANSI/TPI-1 Chapter 2. 1 of 1 Julius Lee Job Truss Truss Type Qty Ply 1303 Ocean Blvd 110943655 748247 �� T02 GABLE 2 1 Job Reference(Optional) Builders cira+Source, Jacksonville,Fl 32244 7.640 s Nov 10 2015 MiTek Industries,Inc.Wed Dec 30 10:57:13 2015 Page 1 p A ID:DTcKOAaf_K3L2185G7JDOSy44FY-3UVB?4TcHjiFZ03hESNDzh0DTUtfp390XJHu4by3o0K 7-0-0 I 14-0-0 I 7-0-0 Scale=1:22.4 4x6 = 5 4.00 riF 6 4 - 3 26 7 gild 1 2 -T4 � 8 oT3 5T2 00 1 ` i IAI IN o�IIIIIIIIIIIfto.._ �p VP' DO DO 00 hl N 16 15 14 13 12 11 10 3x4 3x4 14-0-0 I 14-0-0 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loci) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:54 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 i MiTek recommends that Stabilizers and required cross bracing i be installed during truss erection,in accordance with Stabilizer I Installation guide. REACTIONS. All bearings 14-0-0. (Ib)- Max Horz 1=59(LC 12) Max Uplift All uplift 100 lb or less atjoint(s)1,9,13,14,15,12,11 except 16=148(LC 12),10=-148(LC 13) Max Gray All reactions 250 lb or less at joint(s)1,9,13,14,15,16,12,11,10 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (11-12) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=132mph(3-second gust)Vasd=102mph;TCDL=4.2psf;BCDL=3.Opsf,h=20ft;Cat.II;Exp D;Enc., 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide \`\t 1 1 I I I I////// will fit between the bottom chord and any other members. \\\ ``S S'k 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,9,13,14,15, \■\J \v-.. .. 4/o 12,11 except(jt=lb)16=148,10=148. F 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. ; * / a 34869 '* _- • 12) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL - `. /C` �#O ..// : �_ �... / LOAD CASE(S) Standard Q • ; ` STATE OF � ' �LORIOPs 0 ∎ . S/ ,� O N AV- /1/111111\\ December 30,201'. t A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. '1 Design valid for use only with Mack 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 responsbillity of the 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 BCSII Building Component Boynton Beach,FL 33435 ' Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 I II 1 ® MiTek Industries,Chesterfield,MO Page 1 of 1 =OD �Note:T-Bracing/ I-Bracing to be used when continuous lateral bracing oo is impractical.TBrace/ I-Brace must cover 90%of web length. UVf -^a Note:This detail NOT to be used to convert T-Brace/ I-Brace MiTek Industries,Inc. webs to continuous lateral braced webs. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss 2x4 or 2x6 or 2x8 10d 6"o.c. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length of T-Brace/ I-Brace Web Size 1 2 (On Two Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace 1 Nails Brace Size t for Two-Ply Truss Specified Continuous k Rows of Lateral Bracing SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace WEB '- 2x6 2x6 T-Brace 2x6 I-Brace —\ 2x8 2x8 T-Brace 2x8 I-Brace k —\ T-Brace/ I-Brace must be same species t and grade (or better) as web member. T-BRACE \\111111//// ,' loso `." J\ . oGENSF •..<(\�i Nails Section Detail — * ' N, 34869 ' _� 1 10.,1 JQ _ 0 T-Brace o. 6/22/11 cv STATE OF .' Web % S .FCORtO •��j� ��'�.,�O NIAL\�\\��� Nails 1109 COASTAL BAY BOYNTON BC, FL 33435 Web I-Brace Nails 1 • JANUARY 1, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL SP 1 ID ® MiTek Industries,Chesterf ield,MO Page 1 of 1 =OD NOTES:.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER I oo AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND I O° EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. /� 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH (�tJ( 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. TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW DIAM. SYP DF HF SPF SPF-S 0 .131 88.0 80.6 69.9 68.4 59.7 z .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR 4-, 162 108.8 99.6 86.4 84.5 73,8 ILLUSTRATION PURPOSES ONLY of z .128 74.2 67.9 58.9 57.6 50.3 0 .131 75.9 69.5 60.3 59.0 51.1 SIDE VIEW if) .148 81.4 74.5 64.6 63.2 52.5 M 3 NAILS El SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. • VA NEAR SIDE EXAMPLE: I 1 (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 ' \ 1 VARY FROM ANGLE MAY VARY FROM 130°TO 60° VARY FROM 30°TO 60° ��� 45.00° 30°TO 60° 45.00° 45.00° ..-7' \ '-'7/ \\IIIIIIIN/ \ \,\CENSF'•.\�'j *: N 1 34869 • p • 6/22/11 : iii; STATE OF \ • �''��,,0 NIAL\� � \\\\ 1109 COASTAL BAY BOYNTON BC, FL 33435 FEBRUARY 14, 2012 STANDARD PIGGYBACK ST-PIGGY-7-10 TRUSS CONNECTION DETAIL MiTek Industries,Chesterfield,MO I II I ® =ED MAXIMUM W IND SPEED=REFER TO NOTES D AND OR E MAX ROOF HEIGHT=30 FEET TRUSS TRUSS SPACING=24"O.C. ,===== CATEGORY II BUILDING 1 oo EXPOSURE B or C Ln vr n - 0 ASCE 7-10 DURATION OF LOAD INCREASE:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek Industries, Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131"X 3.5"TOE NAILED. IL B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. A CONNECT TO BASE TRUSS WITH(2) 0.131"X 3.5"NAILS EACH. D-2 X X 4-0"SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON INTERSECTION,WITH(2)ROWS OF 0.131"X 3"NAILS @ 4"OC. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH a� ®,,' DIRECTIONS AND: _ I.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR I I•11::fit 1111■tttttttttt∎1∎Irvin C\'■ 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM um "IN% PIGGYBACK SPAN OF 12 ft. E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH ',. MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT C 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 ��` I�I\ WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: ��'��. REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On '.-441-7- 11 ‘,�IIII \ \ PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE ` ` TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE I �\ \i i\ TRUSS MITEK DESIGN DRAWING. � I\\\\� �� — �I "'� SCAB CONNECTION PER -���4m._,..�'_� NOTE D ABOVE ' k1 \� '\ 4.-■1101;k.„_, \ 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 \%\111 Mo. / EXTEND THROUGH FOR LARGE CONCENTRATED LOADS APPLIED \N\ S S. //� BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: �•�__`` \v K• �0 OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS V�•"•\,\CEN$F•`�•[% MUST MATCH IN SIZE,GRADE,AND MUST LINE UP � \� Ni AS SHOWN IN DETAIL. 2) ATTACH 2 x x 4'-0"SCAB TO EACH FACE OF - *: N, 34869 •••'>AI TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS _ • + I SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH _ -0 1 VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) `', (MINIMUM 2X4) : 3/ 9 12 •• W 3) THIS CONNECTION IS ONLY VALID FORA MAXIMUM Q ;" i(/ CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW STATE OF ,• .r„ BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS ! FCORIDP. in GREATER THAN 4000 LBS. �� 4) FOR FP YS OF PIGGYBACK RUSST O MATCH BASE TRUSS. /�77�/O N AL ��\\\ 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH ////1 I I I I t \\ THE PIGGYBACK AND THE BASE TRUSS DESIGN. 1109 COASTAL BAY BOYNTON BC, FL 33435 FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 i II i 0 MiTek Industries,Chesterfield,MO Page 2 of 2 1 =OD ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD,oo Trusses 24" o.c. 00 WW/1 V�I�I HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. U (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. Max. I 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 'it WITH TWO 16d NAILS EACH.FASTEN PURLIN \ TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace •�A \ \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points \ •�. SUPPORTING THE BRACE AND THE TWO TRUSSES if needed \ �/� ON EITHER SIDE AS NOTED. TOENAIL BLOCKING I � \ TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH IML4■. (5)-10d COMMON WIRE NAILS. End Wall -- - sa N 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 tbs.FOLLOWING NAILING SCHEDULE. 1*1 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 , MEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6"O.C. FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)NAIL ALL / MEMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) 0 it MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD AN VERTICAL STUDS OF THE STANDARD GABLE TRUSS il ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTURAL 14 BE PRESENT TOIPROV DE FUOLRL LATERAL SUPPDppOT��BQQR TC��IE BOTTOM GABLE TRUSS ' CHORD TO RESIST ALL OUT OF PLANE LO�qq�3)t S l�CIN/C� HOW N -"A lit IN THIS DETAIL IS FOR THE VERTICA;S‘I'l?dOPSY.S.K //// o` \ �, NOTE:THIS DETAIL IS TO BE USED ONLY FOR * * STRUCTURAL GABLES WITH INLAYED / .... N 34869 II STUDS.TRUSSES WITHOUT INLAYED _ /34 STUDS ARE NOT ADDRESSED HERE. 3/29/12 _�; STATE OF STANDARD / FCORIDP. �` • • ' GABLE TRUSS /// .0 \ `1109 COASTAL BAY • aci c BOYNTON BC, FL 33435 0 ■ I . ' . TECHNICAL BULLETIN e"e V April2010 by Weyerhaeuser Bulletin TB 300 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 ( ,1 FACE 131 31/2" 1,435 2,870 4,305 5.740 2,040 4,080 6.120 8,160 3-ply 1'/4" (51/4" Beam) /- 1 TOP(2) 31/x' 720 1.435 2,155 2,870 1,020 2,040 3.060 4,080 jr, FACE 3'/2' --- --- -- --- --- --- --- --- 31/2"+13/4" (51/4" Beam) TOP(4) 3W 720 1,435 2,155 2,870 1,020 2.040 3.060 4,080 31/2"+13/4" FACE! 3W 1,435 2,870 4,305 5,740 2,040 4,080 6.120 8,160 (51/4" Beam) TOP 131 i FACE121 6"f51 1,055 2,110 3.165 4.220 1,360 2,720 4,080 5,440 4-ply 13/4" (7" Beam) , ' TOP 121 6"`5' 705 1,405 2,110 2.810 905 1,815 2,720 3,625 1 FACE(3) 3'/z' 1,915 3,825 5,740 7.655 2,720 5,440 8.160 10,880 2-ply 11/4"+31/2" -, 6"151 2.110 4,220 6,325 8.435 2,720 5,440 8.160 10,880 (7" Beam) ' lo 3 'W 640 1,275 1,915 2,550 905 1,815 2.720 3,625 TOP 1 21 ,./11,'• 6"(5) 705 1,405 2,110 2,810 905 1,815 2.720 3,625 2-ply 31/2" i FACE/ ,5) (7"(7' Beam) 1.055 2,110 3,165 4,220 930 1,860 2.785 3,715 i TOP 121 2-ply 13/4"+ ) I TOP FACE 131/ Be am) 60(5) 1.055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 (7" Be 1 TOP FACE141 6"`5) 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 2-ply 13/4"+31/2" (7" Beam) TOP(4) 6"t51 705 1.405 2,110 2,810 905 1,815 2,720 3,625 51/4"+ 13/4" FACE/ 3'/2' 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 Parallam'•PSL and Microllam`' LVL, but are not recommended for TimberStrandm LSL. Page 2 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com , Weyerhaeuser.!Level,Microllam,Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR©2010 Weyerhaeuser NR Company All nghts reserved • TECHNICAL BULLETIN eve April 2010 by Weyerhaeuser Bulletin TB-300 Table 1, 2A, 2B General Notes • Connections are based on NDSe 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 3W) 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 a a • Lead holes not required for wood screws N Conc.Load Conc.Load m m -Conc. Load Conc.Load G G - . o 0 -ate \cn _N • ! \" • .\ 4 . 0 N' • 0 o • N " - 0 0 • • ti • • w� • It -\-- \ \EQ..j 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=7'/."for 1/2"0 bolts d=91/i"for 1/2"0 bolts d= 111/i'for'/z'0 bolts d=9'/:'for 3/."0 bolts d= 14"for'/."0 bolts d= 16"for 3/4 0 bolts Conc. Load Nailed Connection Detail 0 E _T *STAGGER NAILS TO• • PREVENT SPLITTING • • / • • • • • • • • • • • • 1 '/z" 16d Sinker (typ) \ \ 9.. 0.148 x 3'/4" Typ. I (+/-1") ( " ) L6 Nail Pattern 12 Nail Pattern 18 Nail Pattern Page 4 of 8 24 Nail Pattern CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyernaeuser iLevel Mi 'ollam Parallam Timbe'Stranc and Trus Joist we registered trademarks anc Forte is a trademark of Weyerhaeuser NR ( 2C10 Weyerhaeuser NR Company All nghts reserved • eve TECHNICAL BULLETIN March 2010 by Weyerhaeuser Bulletin TB-300 Connection Design Example Given the floor framing shown below, specify the necessary connections for the a 3-ply Microllam`'LVL beam supporting a 2-ply Microllamr LVL beam on one side and floor joists from the other side. The floor joists apply a 500 plf load to the side of the beam while the 2-ply beam reaction is 5,000 lbs. See the following page for the solution. --/\/ Brg. (Typ.) J L J L J L J L J L J L J L Additional 3-13/4" x 14" Microllamu LVL Beam, Flush Connection L - - Required for r Concentrated Face Mount Hanger with 5,000 lbs Reaction Load L r R 2- 13/4" x14" Microllam LVL' 14" Floor Joists @ 24" o.c., Typ. Beam, Flush r 4'-0" < 15'-0" Partial Framing Plan Page 6 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com Aw Weverhaeuser iLevel Microaam Parallam TimeerSt,and and Trus Joist are registered trademarks and Forte is a trademark o'Weyerhaeuser NR C 201C Weyernaeuser NR Company All rights reserved • • k 1 rcr• ukIIt' A 1 131111 07"1A1 (lMatForte. MEMBER REPORT Level,Floor:Flush Beam ) software 3 PIECE(S) 1 3/4" x 14" 1.9E Microllam® LVL PASSED All Dimensions are Horizontal:Drawing is Conceptual Design Results Actual Location Allowed Result LDF System:Floor Member Reaction(Ibs) 7595 tQ 2" 7809 Passed(97%) -- Member Type:Flush Beam Shear(Ibs) 6837©1'5112' 13965 Passed(49%) 1.0 Building Use:Residential Moment(Ft-lbs) 25215©4'11 7B" 36387 Passed(69%) 1.0 Building Code:IBC Live Load Defl.(in) 0.356 @ T 1 13116" 0.489 Passed(U494) -- Design Methodology:ASD Total Load Defl.(in) 0.456 @ 7'1 7/8" 0.733 Passed(L1386) -- • Deflection criteria:LL(U360)and TL(1.240). • Design results assume a fully braced condition where all compression edges(top and bottom)are properly braced to provide lateral stability. • Bracing(Lu):All compression edges(top and bottom)must be braced at 13'15/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Total Available Required Support Reactions(lbs) Supports Bearing Bearing Bearing Dead I Floor I Roof/Snow Accessories 1-Stud wall-Spruce Pine Fir 3.50- 3.50- 3.40- 1641/595510/0 Blocking 2-Stud wall-Spruce Pine Fir 3.50" 3.50" 2.33" 1164/4045/0/0 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Tributary Dead Floor Live Roof Live Snow Comments Width (0.90) (1.00) (non-snow:1.25) (1.15) 1-Uniform(PSF) 0 to 15' 1' 10C C 133 3 3 3 D G 10`Floor 2-Point(lb) 4' N 1000 .:30C C Location Analysis S ( sm (Ft-Ibs) Comments Actual I hear Allowed Ib )I LOF Ac Motual 1 Allowed ent f LDF 1-3' 6035/13965/1.0 19186/36387/1.0 BOLTS LEFT OF HANGER 2-5' 39/12569/0.9 25215/36387/1.0 BOLTS RIGHT OF HANGER ForteTM Software Operator Job Notes 3/25/2010 9:02.21 AM iLevel®Forte"'v1.1,Design Engine:V4.8.0.1 Page 1 of 1 Page 8 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved. • • i • c • 1111= 11. 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 of1/2'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 31/2'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: — '/2"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) — 31/2"WS wood screws in an 8-screw connection (5,740 Ibs) — 3'/2'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 CO 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 (1.888.453.8358) •www.iLevel.com Weyerhaeuser,'Level.Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. ■ . eve TECHNICAL BULLETIN • March 2010 by Weyerhaeuser Bulletin TB-300. Table 3: Allowable Capacities of 51/4" Beams with Bolt Connections Bolt Conn. Beam Depth Dia. Loc. 71/4" 91/" 91/2" 111/4" 117/8" 14" 16" 18" 20" 24" <5d 6.235 6,545 8,755 9.560 12,345 15,005 Max 1/2" >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) s/4' >5d 8.750 9,100 11,550 12,425 15,400 18,200 "r3 2 10.605 15.295 15,685 23,905 32,760 42.265 cco ,/z„ 4 9,355 13,470 13,730 20,915 28,725 37,250 6. 6 9,350 13,470 13,730 20,910 28.725 37,245 Max 8 13,510 20,575 28.275 36,685 2 Moment 2 10,600 15,290 15,685 23.900 32.755 42,260 E_ (ft-Ib) 4 9,900 14,215 14,195 21.490 29,020 37,225 3/ 4" 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 > (Ibs) '/<" >5d 4,240 6.235 6,485 8,230 8,855 10,975 12,970 14,965 16,960 20,950 e 2 9,960 16,220 17,105 23,990 26,730 36,385 46.670 58.130 70,740 99,375 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 2 Max 8 20,660 23,010 31.405 40,510 50,795 62,250 88590 u 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 1/4" 6 32.230 41,100 51,115 62.280 88,010 8 40,475 50,335 61,335 86,745 <5d 4,520 4,745 6,350 6,930 8,950 10,880 12,830 Max 1/2" >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 co- (Ibs) '/a" >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 ® 4 15,960 16,805 23,420 26,085 35,725 46,205 58.065 m 6 6 15,955 16,800 23,420 26,080 35,725 46,205 58.060 a Max 8 23,045 25,665 35,165 45,510 57.235 ra 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 1/4' 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 51/4"widths. Multiply by 1.33 for 7"wide beams. • 9W and 111/4"TimberStrand``"LSL are 1.3E grade, all other depths are 1.55E grade. Page 5 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.83581 •www.iLevel.com AWeyerhaeuser,iLevel,Microllam Parallam.TimberSlrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR G 2010 Weyerhaeuser NR Company.All rights reserved. • TECHNICAL BULLETIN eveApril 2010 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 FACE(3) 3%" 1,600 3,205 4,805 6,410 3-ply 1%" (51/4" Beam) (2) , TOP 3/8 800 1,600 2,405 3,205 f: FACE 33/8' -- -- -- - 31/2"+13/a" (51/4" Beam) TOP(4) 33/8' 800 1,600 2,405 3,205 31/2"+13/." I FACE/ 3%" 1,600 3,205 4,805 6,410 (51/4" Beam) TOP(3) i i FACE(2) 5",6%" 1,160 2,320 3,480 4,640 4-ply l%" 7" Beam) ) TOP(2) 5",63/4" 775 1,545 2,320 3,095 i ' FACE(3) 33/8' 2,135 4,270 6.410 8,545 2-ply 13/4"+31/2" 5",6%" 2,320 4,640 6.960 9,280 (7" Beam) 33/a" 710 1,425 2,135 2,850 TOP(2) 5",6%" 775 1,545 2,320 3,095 2-ply 31/2" FACE/ (7" Beam) TOP(2) 5",6%" 1,160 2,320 3,480 4,640 2-ply 13/1"+3'/2" .1 . , Top(E 5". 6%" 1,160 2.320 3,480 4,640 (7" Beam) FACEt41 5",6%" 1,160 2,320 3,480 4,640 2-ply 13/4"+ 3'/2" 7" Beam) ) TOP(41 5",63/," 1,160 2,320 3,480 4,640 3 FACE/ (7" Beam) TOP t31 5",6%" 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 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com Weyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR ("7010 Weye-naeJser NR Company Al'rights reserved • TECHNICAL BULLETIN • eveApril 2010 . Bulletin TB-300 by Weyerhaeuser 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 1/2"e or 1/4"e Bolts13H41 16d(0.148"x 31/4") Nails Beam Configuration Bolt #Bolts #Nails Type Diameters2l 2 4 6 8 6 12 18 24 0.5 2,100 4,200 6,300 8,400 2.125`5j 4,25015' 6,370(5) 8,495`5' 3 ply 1'/." FACE 0.75 3,060 6.120 9,180 12,240 (51/4" Beam) 0.5 760 1.525 2,285 3,050 TOP 106016' 2,125'6' 3,185`6j 4.250`6' 0.75 930 1.860 2,790 3,720 ' ___ ___ ___ ___ ___ FACE --- --- - (51/4" Beam) TOP 0.5 1.050 2,100 3,150 4,200 1,060 2,125 3,185 4,250 0.75 1,530 3.060 4,590 6,120 III 0.5 2,100 4.200 6,300 8.400 3'/2"+1'/a° FACE/ 2.12515' 4,250"5' 6,370'5) 8,495° (51/4" 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 1'/a" 0.75 2,040 4,080 6.120 8,160 (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 FACE 2.830'5' 5,665`5' 8,495(5) 11,330`5' III 2-ply 11/4"+ 31/2" 0.75 5,025 10,050 15,070 20,095 (7"Beam) 0.5 935 1.865 2,800 3.735 945r6> 1.890(6) 2,830`6' 3,775`6) TOP 0.75 1.360 2,720 4.080 5,440 iii 0.5 1,720 3,440 5,160 6,880 2-ply 3'h" FACE/ (7" Beam) TOP 0.75 2,480 4,960 7,440 9,920 III 0.5 1,015 2,030 3,050 4.065 2-ply 11/4"+3'/2" FACE/ --- --- (7" Beam) TOP 0.75 1,240 2,480 3,720 4.960 0.5 1,720 3,440 5,160 6,880 _ III 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 5'/."+ 1'/," FACE 1 2,830(5' 5,665(5) 8,49515' 11,330(5 (7" Beam) TOP 0.75 5,025 10,050 15.070 20,095 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'/z'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 11.888.453.83581 •www.iLevel.com , Weyerhaeuser.'Level.Microllam.Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR 0;2010 Weyerhaeuser NR Company Al rights reserved FEBRUARY 14, 2012 Standard Gable End Detail ST-GE130-001 ��\\ Il II I ® MiTek Industries,Chesterfield,MO Page 1 of 2 • I 10 Typical_ca L-Brace Nailed To 2x cal x4ls Brace Nails,6"o.c. Vertical Stud °O \ Vertical Stud (4)-16d Common DIAGONAL �°� ��� Wire Nails BRACE '\ 7 -.41----/-.----' MiTek Industries, Inc. li!ilik ` 16d Common Wire Nails SECTION B-B � Spaced 6"o.c. DIAGONAL BRACE /------ ,L 4'-0"O.C.MAX (2) ■���' 2x6 Stud or 2 -10d Common Wire Nails into 2x6 in 2x4 No.2 of better TRUSS GEOMETRY AND CONDITIONS , R\ �� SHOWN ARE FOR ILLUSTRATION ONLY. \Typical Horizontal BraCB Nailed To 2x_Verticals 12 SECTION A A w/(4)•10d Common Nails ill,illIllhkit©Q Varies to Common Truss 2x4 Stud PROVIDE 2x4 BLOCKING BETWEEN THE FIRST �iii iiii„hill„,„/%_,„„4M,„ 4: SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING Al M FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. ithDRIAWINGS ATTACH DIAGONAL BRACE TO BLOCKING WITH L�` 3x4= (5)-10d COMMON WIRE NAILS. I� (4)-8d NAILS MINIMUM,PLYWOOD ///////%%///////////////. 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. :N:M■P?4arlitIS4►%'_' 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Pre.A \�WA LL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1,-3” (2)-10 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max• ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / �� (2) 10d NAILS P 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 /TrUS -s @ 24" o.c. DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A L� /2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL ,_� BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ." ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. /7x6 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 L/240. 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 TYPE TRUSSES. II— End Wall 7j HORIZONTAL BRACE (SEE SECTION A-A) DIAGONAL 2 DIAGONAL Minimum Stud Without 1x4 2x4 BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS P �,%%11111//,i/ S Species and Grade Maximum Stud Length \\\\\`,xvs $•% 7�i, 2x4 SPF Std/Stud 12"O.C. 4-0-7 f 4-3-2 6-0-4 8-0-15 12-1-6 �J . '��CENSF'••�� 2x4 SPF Std/Stud 16"O.C. 3-7-0 1 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 *:• N 34869• 4 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to =- l 'L.41 7_one edge. Diagonal braces over 12'-6"require 2x4 I-braces 3/2 9/12 attached to both edges. Fasten T and I braces to narrow edge O ' STATE OF ` of web with 10d common wire nails Bin o.c.,with 3in minimum end distance. Brace must cover 90%of diagonal length. FCOR%OP•!'-`('j` � MAX MEAN ROOF BUILDING H HT=30 FEET ///77/S�O NIA,'```\�`�\\ EXPOSURE B or C 1109 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. I FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST-STRGBCK I IG7 ® MiTek Industries,Chesterfield,MO Page 1 of 1 =fly ` TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, L ,00 [\ /J a 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET uvl 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") ra.N y:i/e.e =RM. ri ■ in-,1 or-ir, Aiir "' BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND WITH TWO#12 x 3" 11 RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WOOD SCREWS(.216"DIAM.) NAILING THE STRONGBACK NAILS(0.131"x 3")IN EACH CHORD., i . AArase ■ __,We L MOS USE METAL FRAMING ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH(3)-10d NAILS SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD (0.131"x 3") (0.131"x 3") STRONGBACK(DO NOT USE DRYWALL TYPE SCREWS) \\\IIIII/0/ TRUSS 2x6 4-0-0 WALL BLOCKING `��\\```S S.if /1//// STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHEF .,,,3 .V.�\CENSF.<��/� V i - - 5z _ *• N, 34869 * —(xi= :::::..•;.---- .7: --;--1: :'-' :-.--:".-:.f'...: ' ''- ''''7'''*:'-%':.'," :—. 0 6/22/11 �� STATE OF ` THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, % ''•F(ORIOP •' \,∎ DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4'-0"LONG /// S/ • .... e„,1/4.4-�\ SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)- 10d NAILS //,,ONIAL\\\\\\ (0.131"x 3")EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: 1109 COASTAL BAY OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12)-10d BOYNTON BC, FL 33435 I 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 WIND'1 + =, OD��I it I MiTek Industries,Chesterfield,MO Page 1 of 1 U OD GENERAL SPECIFICATIONS ii===== I Ic�o 1.NAIL SIZE=3"X 0.131"=10d p n -F-- 2.WOOD SCREW=3"WS3 USP OR EQUIVALENT L�vr I 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. 1 —I II II II II II II II II II II II II II II ii I 1 11 II 11 11 I _II I ii II I- II 11 II II 11 II II Ij 11 II II II �I �I it II i II II 11 11 II It II II II II j :Là1hi— —1111111WFV_ BASE TRUSSES VALLEY TRUSS TYPICAL 1 11111 VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 12 OR GIRDER TRUSS SEE DETAIL A BELOW(TYP.) 1 . 1dI6 - SECURE VALLEY TRUSS WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH W/AILS 6"O.C.ONE ROW OF 10d WIND DESIGN PER ASCE 7-10 160 MPH NAILS 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 WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE:1.60 OT REQUIRED WITH MAX TOP CHORD TOTAL LOAD=50 P F 11 MAX SPACING=24"O.C.(BASE A 'fy LLEY)///// 5 CONNECTION SHOWN MINIMUM REDUCED DEAD LO&9`OFi evs•K io........-------' ON THE TRUSSES \\ \\,N -.....�CEN F'<� //..... , )4, � _ *' N i 34869 I ALT USE H5 OR , LlJ Digitally signed by Julius N i/1 EQUAL 4-8D EACH END :' "A::,,,,, DN:c=US,st=Florida, 0 STATE OF •• �� IN LEU OF NAILING DETAIL SHOWN `�: ;`*,,.:. ,I I=Boynton Beach,o=Julius ?', '/ Lee,cn=Julius Lee, % FLORIOP'. `� �� DETAIL A st+io; gt emaildeeengr @aoLcom // s� �`��\ (NO SHEATHING) •"••�" .• Date. 015.02.0610:1720 •,///pNIp�L\ \��• N.T.S. 1109 COASTAL BAY BOYNTON BC, FL 33435 OO D • co a)IT (L) g 110 > N II 11 '� z ���� rn X M II ' ' ? 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Ny N Od^ N Na m7 dj d0 C.^ _�•c dd A ON a� o dN la) mn !Ac o f - N ° 3 ^N' 3 0l� n0 3 !3 ° m N�a m�m N� (D `V co 0,x C)'d 5 S Q x S. m co a 2" c m Ng _T" sN x N f of co c ° �� m d 'o gm mg 3 m =m < -3• �m ‘r/1` Si go m o d a g o c a a m 0 c� O N O CO 'O < N f s N ,o O N • (D 3N 30 3 N "� 0 7 r• CD cn Job Truss Truss Type Qty Ply 1303 Ocean Blvd 4 110943654 748247 T01 COMMON 9 1 Job Reference(optional) Belden FirstSource, Jacksonville.Fl 32244 7.640 s Nov 10 2015 MiTek Industries.Inc Wed Dec 30 10:57:12 2015 Page 1 ID:DTcKOAaf K3L21B5G7JDOSy44FY-blLookT_WQaOxGUVgks_RTt n5K84bttl1XLY9y3o0L 14-0-0 I i. ,t'"► !�: F 1-.,`-'4, 1 7.-00 7 4 :0+ 411 Scale=1:22.4 5x6 = 2 4.00 ,2 PM T1 T1 W1 3 s 4 iI■ 2x4 II 3x4= 3x4 = 14-0-0 I I 7.0-0 I 7-0-0 Plate Offsets(X.Y)— (1:0-2-0,Edgel 13:0-2-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.05 1-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.13 1-4 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.12 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:59 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 8-5-3 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=507/0-3-8 (min.0-1-8),3=507/0-3-8 (min.0-1-8) Max Horz 1=-65(LC 13) Max Uplift 1=286(LC 8),3=-286(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-910/680,2-3=910/680 �r ! 0R8)1-4=549/817,3-4=-549/817 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=132mph(3-second gust)Vasd=102mph;TCDL=4.2psf;BCDL=3.0psf;h=20ft;Cat.II;Exp D;En. GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for r- ' 4 shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by r 0 wide will fit between the bottom chord and any other members. //, 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 286 lb uplift at joint 1 and 28• • •• - /{ //, joint 3. �\_\` `` ``S..S:;`• / 'r�i 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the-analysis and design of this truss. ... ,J \v EN `j.,, /• 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any -. tG SF particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. _ 8)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 e 34869—LOAD CASE(S) Standard , �` / _ _ / r ,� •� btu STATE OF FLORIDP •• .•0 '''//,��N AL,�\\ December 30,201 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE Mil-7473 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of budding 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 responsibiltity of the 1109 Coastal. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Bay fabrication.quality control-storage,dehvery.erection and bracing,consult ANSUTP11 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. i 1 � :