Loading...
1703 PERK TER E - TRUSS August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 i P Page I it I ® MiTek Industries,Chesterfield,MO a g noNote:T-Bracing/I-Bracing to be used when continuous lateral bracing ■ 0o is impractical.T-Brace/ I-Brace must cover 90%of web length. I== UV( j--r— Note:This detail NOT to be used to convert T-Brace/I-Brace 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 J SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace k 2x6 2x6 T-Brace WEB 2x6 I-Brace -- 2x8 2x8 T-Brace 2x8 I-Brace j k �, T-Brace/ I-Brace must be same species k and grade(or better)as web member. T-BRACE vS S•!c ,� \�\ J�`'oCENSF•-.∎-■■ Nails Section Detail * Ni 34869 '* _ - -D I `.�1 cc _ T-Brace 173 6/22/11 ' cv �� --,, STATE OF Web �i FLORIOP • •• \?� s• \ .,��///�oNiA`;�0\ Nails 1109 COASTAL BAY lic� BOYNTON BC, FL 33435 Web it I-Brace .. Nails ■ i t- 1 " JANUARY 1, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL SP I II I ® MiTek Industries,Chesterfield,MO Page 1 of 1 Di NOTES: 1.TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER i i===== AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND oo EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. i v^0 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH L�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 1 TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/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 z 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR J ILLUSTRATION PURPOSES ONLY 4, .162 108.8 99.6 86.4 84.5 73.8 1 of z .128 74.2 67.9 , 58.9 57.6 50.3 O .131 75.9 69.5 60.3 59.0 51.1 SIDE VIEW 6 .148 81.4 74.5 64.6 63.2 52.5 3 NAILS A NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. ,•, NEAR SIDE •APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. I., NEAR SIDE EXAMPLE: (3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3(nails)X 84.5(lb/nail)X 1.15(DOL)=291.5 lb Maximum Capacity \ ANGLE MAY ' ■ ANGLE MAY VARY FROM ANGLE MAY VARY FROM ��. 30°TO 60° VARY FROM 30°TO 60° 30°TO 60° 45.00° 45.00° 14' -7/ -7/ 45.00° /\ \\\11111111////7/ )S S.K•` J\.." CENsF-<<C`A\i,� *' Ni 34869 '•* ---0 1 I`,I � w= 0 6/22/11 • C�/; � STATE OF ,/'i, N A``�\\\\�` 1109 COASTAL BAY BOYNTON BC, FL 33435 { STANDARD PIGGYBACK FEBRUARY 14, 2012 TRUSS CONNECTION DETAIL ST-PIGGY-7-10 ' MiTek Industries,Chesterfield,MO / I IL I ® MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E DC3 I MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. CATEGORY II BUILDING °O EXPOSURE B or C U V I L a 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. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. A UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) 0.131"X 3.5"NAILS EACH. D-2 X X 4'-0"SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON /,' INTERSECTION.WITH(2)ROWS OF 0.131"X 3'NAILS @ 4'0.0. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH a� i DIRECTIONS AND: � • MO' , 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR 111∎11 11M∎11-®11/'Lik 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM am 4111m4k 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 72"O.C.W/(4)0.131"X 15"PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 05"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: � ime III'\ \I \I\� REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On \, I��I �. PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE I`\�`I,. TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE `I`\\\�1 , TRUSS MITEK DESIGN DRAWING. \\\`\`\ ......1,1r7.7177., SCAB CONNECTION PER ∎—` M' ` ` NOTE D ABOVE ` \1 `� 1`��\ 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 \`` OF TRUSSES AT 48"O.C.W/(4)0.131"X 1.5"PER MEMBER. permanent bracing per standard engineering practices or \ EACH FACE O S refer to BCSI for general guidance on lateral restraint \ ..\ STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. g g and diagonal bracing requirements. , VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED \\��vs I S!K/////// EXTEND THROUGH BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: \,.J\„.•.........• <„ /„ OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS \ �CENS i MUST MATCH IN SIZE,GRADE,AND MUST LINE UP ..-.1.2,1 AS SHOWN IN DETAIL. * ; •'. ' 2) ATTACH 2 x_x 4'-0”SCAB TO EACH FACE OF _ N i 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 LL VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) I / I�l W• (MINIMUM 2X4) 3/ 9 12 \ 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM !0 STATE OF CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW ••\�\• •„r BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS PC DP” N� "r 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, //// �� ��\\` P NUMBER OF PLYS OF 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH BASE TRUSS. //// N1 1 1% \,\\\ THE PIGGYBACK AND THE BASE TRUSS DESIGN. 1109 COASTAL BAY BOYNTON BC, FL 33435 Ail FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 r Il I g MiTek Industries,Chesterfield,MO Page 2 of 2 =OD ALTERNATE DIAGONAL @ BRACING TO THE BOTTOM CHORD ,= n l � HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. \v/� (SEE SECTION A A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek Industries, Inc. Roof Sheathing I TO BLOCKING WITH(5)-10d COMMONS. V-3" 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 ' WITH TWO 16d NAILS EACH.FASTEN PURLIN TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace ••.\ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points •0. SUPPORTING THE BRACE AND THE TWO TRUSSES if needed 4AlL411. ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH\ ATACH DIAGONAL(BRACE TO IB OCKING WITH (5)-10d COMMON WIRE NAILS. End Wall zrK—w �• 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 lIfr 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 tOd(.131"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) 0 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 musT VERTICAL STUDS OF THE STANDARD GABLE TRUSS jNTERIORS IDE OF THE STRUCTURE. ,I , STRUCTURAL . BE PRESENT TOIPROV DEM UL OTHER ATERAL SUP DQOT1BRACING BOTTOM GABLE TRUSS CHORD TO RESIST ALL OU T OF PLANE LO/�RSTHE EPIXCl/yC�SHOW N IN THIS DETAIL IS FOR THE VERTICA;S� a — __ : .J�``•vv��GENSF •.� 51 NOTE:THIS DETAIL IS TO BE USED ONLY FOR / i • N,. 34869 •••*• STRUCTURAL GABLES WITH INLAYED _ _ STUDS.TRUSSES WITHOUT INLAYED _ /�,I _ ill. • STUDS ARE NOT ADDRESSED HERE. / W �� /29/12• STATE OF •STANDARD / ACORIDP. �`�� •GABLE TRUSS j/ S �\ / /,��/ONIA`,',,,, �,M� 1109 COASTAL BAY =mac' BOYNTON BC, FL 33435 TECHNICAL BULLETIN 1 iii . eveApril 2010 Bulletin TB-300 by Weyerhaeuser I Table 2A: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (Ibs)(1) Fastener Type Hanger Wood USP WS Simpson SDS Beam Configuration Screw Type Length #Screws #Screws 2 4 6 8 2 4 6 8 FACE(3) 3W 1,435 2.870 4,305 5,740 2,040 4.080 6,120 8,160 3-ply 13/4" (51/4" Beam) / TOP(2) 3W 720 1,435 2,155 2.870 1.020 2,040 3,060 4.080 3'/2"+1'/4" FACE 3'/z' --- --- --- --- --- --- --- --- (51/4" Beam) 4 • 11 TOP 3W 720 1,435 2,155 2.870 1,020 2,040 3.060 4,080 31/2"+13/4" FACE 1 3W 1,435 2.870 4,305 5,740 2,040 4,080 6,120 8,160 (51/4" Beam) , TOP(3) 7-r' FACE 121 6"t5' 1,055 2,110 3,165 4.220 1.360 2,720 4,080 5,440 4-ply 13/4" • (7" Beam) / l 1 TOP 121 6"t5t 705 1,405 2,110 2,810 905 1,815 2,720 3.625 31/2' 1.915 3,825 5,740 7.655 2,720 5,440 8.160 10,880 2-ply 3 FACE 13) 6,.t5t 2,110 4,220 6,325 8.435 2,720 5,440 8,160 10,880 (7" Beam) 2 3'/2' 640 1,275 1,915 2,550 905 1.815 2,720 3,625 TOP( ) 6'45) 705 1.405 2.110 2,810 905 1.815 2,720 3.625 � . 2-ply 31/2" l FACE/ (7" Beam) TOP 121 6.0) 1,055 2,110 3,165 4,220 930 1.860 2,785 3,715 2-ply 13/4"+31/2" FACE/ 6"'''' 1.055 2,110 3,165 4.220 1,360 2,720 4,080 5.440 (7" Beam) I TOP(3) FACE(4) 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"'s) 705 1,405 2,110 2,810 905 1,815 2,720 3,625 I 51/4"+13/4" FACE/ (7" Beam) TOP(3) 3%" 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 1. See page 4 for table General Notes. connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. 5. 6"SDS or WS screws can be used with Parallae PSL and Microllam`'LVL,but are not recommended for TimberStrane LSL. Page 2 of 8 AWeyerhaeuser. US • 1.888.iLevel8 (1.888.453.83581 •www.iLevel.com `iWeyerhaeuser. Level,Microllam,Parallam.TimberStrand and Trus Jost are registered trademarks and Forte is a trademark of Weyerhaeuser NR ©2010 Weyerhaeuser NR Company All rights reserved ti •� TECHNICAL BULLETIN eve April2010 by Weyerhaeuser Bulletin TB-300 Table 1,2A, 2B General Notes • Connections are based on NDS®2005 or manufacturer's code report. • All plies must be the same material and grade. • Values are for 100%duration of load. Increase 15%for snow load or 25%for non-snow roof load conditions, where code allows. • Rotational effects should be considered for 7"wide beams loaded from one side only. • Capacities shown for face mount hanger conditions are based on 16d common (0.162"x 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 Joists Beams, Headers,and Columns Specifiers Guide(#TJ-9000)for required connections for uniform side loads. Bolt or Wood Screw Connection Details • 1/2'bolts-9/1g'0 maximum holes • 3/4 bolts-13/16"0 maximum holes °: • Lead holes not required for wood screws h i -Conc.Load Conc.Load m m Conc.Load Conc.Load s6 o 0 N ,._.. ii 0 Q , 0, • • a • / • • 0 SC' . • \EQ.y 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: 0 d=7W for W la bolts d=9'/:"for%"obolts d= 11%"for%'mbolts d=9%"for 3/1"0 bolts d= 14"for%"0 bolts d=16"for'h"0 bolts Conc. Load Nailed Connection Detail 1 "STAGGER NAILS TO PREVENT SPLITTING • • • r3 16d Sinker(typ) 1112" 1 1 I 1 9" 1 (0.148"x 31/4") Typ. II I (+/-1") LL6 Nail Pattern]] 12 Nail Pattern 18 Nail Pattern Page 4 of 8 24 Nail Pattern CONTACT US • 1.888.iLeveI8(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.®2010 Weyerhaeuser NR Company.All rights 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 Microllam®LVL beam on one side and floor joists from the other side. The floor joists apply a 500 plf load to the side of the beam while the 2-ply beam reaction is 5,000 lbs. See the following page for the solution. Brg. (Typ.) J L • J L • J L -1 L J . L J L J I- s ■ • Additional 3-1%" x 14" Microllam®LVL Beam, Flush Connection Required for r i Concentrated Face Mount Hanger with 5,000 lbs Reaction Load o 2- 1%" x 1®" Micro llam LVL 14" Floor Joists @ 24"o.c., Typ. Micro Beam, Flush --- 4'-0" < 15'-0" Partial Framing Plan Page 6 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.0 2010 Weyerhaeuser NR Company.All rights reserved. ■� • .1 • =�I-� I TCf` LJA1lf% Al 0111 1 C01- 19 1� Forte MEMBER REPORT Level, Floor:Flush Beam ) software ) 3 PIECE(S) 1 3/4" x 14" 1.9E Microllam® LVL PASSED 0 0 j I I 15' —1- II) IZI All Dimensions are Horizontal;Drawing is Conceptual Design Results Actual e Location Allowed Result LDF System:Floor Member Reaction(Ibs) 7595©2' 7809 Passed(97%) -- Member Type:Flush Beam Shear(Ibs) 6837 1'51/2" 13965 Passed(49%) 1.0 Building Use:Residential Moment{Ft-Ibs) 25215©4'11 718 36387 Passed(69%) 1.0 Building Code:IBC Live Load Deft.(in) 0.356 0)T 1 13!16' 0.489 Passed(U494) Design Methodology:ASD Total Load Dell.(in) 0.456 T 1 7!8' 0.733 Passed(U386) -- • Deflection criteria:LL(U360)and TL(U240). • 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 13'16/16"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 I 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- 1164/404510/0 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) 11.15) 1 -Uniform(PSf) C to 15, V 100 0 400 0 0 0 0.0 10'Floor 2-Point(lb) 4' run 1000 4000 0 0 Location Analysis Shear(Ibs) Moment(Ft-tbs) Comments Actual/Allowed 1 LDF Actual!Allowed/LDF 1 -3' 6035/13965/1.0 19186/36387/1.0 BOLTS LEFT OF HANGER 2-5' 39 1 12569/0.9 25215/36387/1.0 BOLTS RIGHT OF HANGER Forte"'Software Operator Job Notes 3/25/2010 9.0221 AM ,Levert 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. x i [— T24A 125 °3O T23 T23 a 123 V >� 125 ` T24A s+ _ T24A _� T24A T24A . ti O T24A - N T24A , 344 . T24A a 0 LL . T24A 1140 LL T24A - I ` T11 I 124 1, T11 0 °° 111 A■ T71 Iii' Ti•n II 1 1 T1 T1' IIT1� T1: T1I T1= h T1 •1• T1 TV § s s § 71, I T1 71; T1! I T' T1= • I, sac I P ■ • r 1. 164.0 22-6-0 TRUSS PLACEMENT PUN AP anax --_6-,n DURHAM DLP6 MATERIALS Fo,, A i I skw M 1105 PAR 1EKPAGE EAhi Fo.A wvl•ICU III LEE RESIDENCE Building Materials,Inc. M Po di • tat •a owl r 111.11 as WM ac 751121 r„e arrn tea..., FIJI e.,e TO3 --. . .- I I TO3A I. ruia imilM•■••211101■11 .■ I TO3A _ O ` su>_ 1 s a { • • y .� • il I 0 0 0 0 o '0 0 0 IF 0 0 ' TO3A �I 226-0 ,. II r TO3A •4.0. . TO3A Tn I.. �, 1.- „It, IIII 1 ,\\.., .6-a •4.0.1 a g a a a a a a cv < a < a a 1a a a a • • 1660 46�.0 Jiil • 24-0.• me : Milli► l o o A Ri111111ll _ 19 • ,9 • f r, • N N N5 t7 M 1,7 C, 17 17 A • -.,._._CL— • 30a l 41100 ■ 41.10-0 ■ JULIUS LEE PE. RE: 731121 - Lee Residence 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: Durham Building Materials Project Name: 731121 Model: Lee Residence Lot/Block: Subdivision: Address: 1703 Park Terrace East 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/TPI2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Floor Load: 55.0 psf Roof Load: 42.0 psf This package includes 41 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. bN o. Seal# Truss Name Date No. Seal# Truss Name Date 1 110807916 F01 11/4/015 18 110807933 TO4A 11/4/015 2 110807917 FO 1 A 11/4/015 19 110807934 T05 11/4/015 3 110807918 F02 11/4/015 20 110807935 106 11/4/015 4 110807919 F03 11/4/015 21 110807936 107 11/4/015 5 110807920 F04 11/4/015 22 110807937 TO8 11/4/015 6 110807921 FO4A 11/4/015 23 110807938 109 11/4/015 7 110807922 F05 11/4/015 24 110807939 T10 11/4/015 8 110807923 F06 11/4/015 25 110807940 T11 11/4/015 9 110807924 FO6A 11/4/015 26 110807941 T12 11/4/015 10 110807925 F07 11/4/015 27 110807942 T13 11/4/015 11 110807926 F08 11/4/015 28 110807943 T14 11/4/015 12 110807927 TO1 11/4/015 29 110807944 T15 11/4/015 13 110807928 TO1 A 11/4/015 30 110807945 T16 11/4/015 14 110807929 102 11/4/015 31 110807946 T17 11/4/015 15 110807930 T03 11/4/015 32 110807947 T18 11/4/015 16 110807931 TO3A 11/4/015 33 110807948 T19 11/4/015 17 110807932 104 11/4/015 34 110807949 T20 11/4/015 The truss drawing(s)referenced above have been prepared by MiTek \\\\\`VS" � S // Industries, Inc. under my direct supervision based on the parameters \` �\ .•••••. �I,, provided by . � • NSF • * : * Truss Design Engineer's Name: Julius Lee _ 0 34869 My license renewal date for the state of Florida is February 28,2015. _ •� _ NOTE:The seal on these drawings indicate acceptance of � STATE OF professional engineering responsibility solely for the truss components shown. The suitability and use of this component ,, S •.toRio ��j\� for any particular building is the responsibility of the building ///, 01V �Nbvember 4,2015 designer, per ANSI/TPI-1 Chapter 2. 1 of 4 Julius Lee 110807916 731121 F,101 GABLE 1 1 I Job Referen_c_eloptional) Builders FiratSource, Jacksonville,Fl 32244 7.940 s Oct 7 2015 MiTek Industries,Inc.Tue Nov 03 21:21:37 2015 Page 1 ID:b52KfTJQRm3Ej_mZ2ZaJDWyOiJY-KMOnsAHd5ANRUptOk1 GiIJK7SInW4ySbh8aJStyMmgy 0-8 0.18 Fr Scale=1:34.2 3x6 FP= 1 2 3 4 5 6 r� 7 8 9 10 11 12 13 14 15 16 1718 7- V Y V Y Si Y IIII. S� S i i Y Y' SV ii 38 , 36 35 34 33 32 31 30 29 28 27 28 25 24 23 22 21 20 19 3x3= 3x8 FP= 3x3 = 1 1.4-0 1 2-8-0 1 4-0-0 1 5-4-0 1 6-8-0 1 8.0-0 1 9-4-0 } 10-8-0 I 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 17-4-0 1 18-8-0 1 20-0-0 ?�()-6 Q 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1.4-0 1.4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 g-� LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a - Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:91 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1(fiat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) 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 20-6-0. (lb)- Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,32,30,29,28,27,26,25,24,23,22, 21,20 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7-8) 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 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)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 \\\`111Ill I j//7/,, �`\ \\ S. S.K ��eipp \CENSF . c•\. * rre 34869 * _ _� /`i / � / ' cc _ A . (1#i1.....r , • _� �� • STATE OF �-- RL ORIO - •-(j" Al // S/ONAL1\\\\\ II November 4,2015 ® WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M71-7471 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. Appicabiliy 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 ANSUTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onohb Drive,Madison,W 53719. i 110807918 731121 F02 ROOF TRUSS 1 1 t >r Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Tue Nov 03 21:21:40 2015 Page 1 ID:b52 KfTJQRm3ELmZ2ZaJDWyOiJY-Ix3vUBJVO510LGb?P9pPMxyd KVk5H E U2N6pz3CyM mgv aA6 I I 3x6 I. 3x6 I I 3x6 I I 11-1 I 1-3-0 2 1 4 Scale=1:9.3 Ti T1 • 80 W1 V12 W1 BL1 -1 Ilf t 81' BI IW d 7 6 9 5 206 11 2x6 11 6x8 = 6x8 = I 1-6-0 I 3-4-8 I 1-6-0 1-10-8 Plate Offsets(X,Y)— [6:0-3-0,0-0-01,[7:0-3-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) -0.01 5-6 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.34 Vert(TL) -0.01 5-6 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014fTP12007 (Matrix) Weight:32 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=518/0-3-8 (min.0-1-8),5=502/0-3-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-582/0 BOT CHORD 7-8=0/582,6-7=0/582,6-9=0/521,5-9=0/601 WEBS 3-5=-717/0,2-8=-713/0,3-6=0/699 NOTES- (6-7) 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. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)873 lb down at 2-1-12,and 239 lb up at 3-2-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 c� 1)DeDad+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 \\\\vs( 1S.Kf//77i�i Uniform Loads(plf) �\ ••• �1. i Vert:5-8=10,1-4=-100 , \CiENSF '• (\ Concentrated Loads(Ib) i•Vert:8=-44 5=239 9=-873(B) r 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 * i a 34869 * _ Uniform Loads(plf) _ I 1 R — Vert:5-8=-10,1-4=-100 — /. ,,/ : — Concentrated Loads(Ib) = f / 'itaii Z.- Vert:8=-44 5=239 9=-873(B) _ 3)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 STATE OF .. .�•Uniform Loads(pit) •.'•. .. OR►D& '• �,\ ■ Vert:5-8=10,1-3=-100,3-4=-20 o'N • a0\ Concentrated Loads(Ib) /i7 v 1O • • c \. Vert:8=445=2399=-873(6) /7ffff NIAI.,\\\\\ November 4,2015 Continued on page 2 1 t A WARNING-Vern'y 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 overact 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 CrOnofrio Drive.Madison,WI 53719. 110807919 731121 F03 (ROOF TRUSS 1 1 t $ Job Reference_Optional) Builders FivtSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Tue Nov 03 21:21:41 2015 Page 1 I D:b52KfTJO Rm3ELmZ2ZaJD WyOiJY-D8dHhX K890ttyQABzsKev9VOHv8n0kCBcmY W beyM mgu 0-131 II 3x6 II 3x6 II 3x6 II ■ 1H I 1-3-0 2 I I 0-8-0 3 I 4 9-11 Scale=1:9.3 Ti Ti BL1 W1 V12 W1 BL1 Y 4 T t Ilr B1 B1 Ia ''' .. ] 7 2x6 II 6 2x6 II 5 t 6x8= 6x8= I 3-11-0 3-11-0 Plate Offsets(X,Y)— 16:0-3-0,0-0-01,[7:0-3-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) -0.00 6 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(TL) -0.01 6 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) 0.00 5 n/a nla BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:35 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purtins, BOT CHORD 2x4 SP No.1(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=1427/0-5-8 (min.0-1-8),5=575/0-3-8 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-422/0 BOT CHORD 7-8=0/423,6-7=0/422,5-6=0/427 WEBS 3-5=-521/0,2-8=-518/0,3-6=0/311 NOTES- (6-7) 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. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)435 lb down at 2-1-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) \\\\\\t I I I l►////// 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 \\ ` S. // Uniform Loads(plf) \\`` \..S....••K 4 // Vert:5-8=-10,1-4=-100 \ w \CENSF'•.��/i' Concentrated Loads(lb) Vert:8=1057 5=-108 6=-435(B) _ * ', * c-', 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 / • 34869 Uniform Loads(plf) — // I Vert:5-8=-10,1-4=100 — �T ./`g r�el/6.,,..../ : - Concentrated Loads(Ib) N / •/� Vert:8=-1057 5=-108 6=-435(B) 3)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 STATE OF .� Uniform Loads(plf) F�OR1Dn �,\ \n. Vert:5-8=-10,1-3=100,3-4=20 S v Concentrated Vert 8=-1057 5=1086=-435(B) // 9/01\1 b. � \ \ / \\\ November 4,2015 Continued on pale 2 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIl-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsiillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage.delivery.erection and bracing,consult ANSUTPI1 Quality Criteria,DSB-$9 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison.VA 53719. 731121 F04A ROOF TRUSS 1 ' ' 1 110807920 1 s Job Reference(optional) Builders FigitSource, Jadcsonvife,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Tue Nov 03 21:21:41 2015 Page 1 ID:b52KRJQRm3EL,m727aJDWyOiJY-D8dHhXK89ottyQABzsKev9VICv3aOfgBc nY)NbeyMmgu 0.1-8 0�� • H I 1-3-0 1 1 1-5-8 1 YY Scale:3/4" 1' 2x6 I I 5 x 6 I I 2x6 I I 3x6 I I 4x6 I I 3x6 I I 1 2 3 4 5 6 ' • T1, 1'1 ' • • 12 , — Sil 1.5x3= 4 4 • • I L it*1 • • el d 4x6 II 9 2x6 I I 83x6 II OA 6x8 = 6x8 = 8-5-8 { 8-5-8 I Plate Offsets(X,V)- [3:0-3-O,Edge],[9:0-3-0,0-0-01,[10:0-3-0,Edge],(12:0-1-8,0-0-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.27 Vert(LL) -0.03 9 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.39 Vert(TL) -0.05 8-9 >999 360 BCLL 0.0 Rep Stress Inc( NO WB 0.46 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:68 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=1051/0-5-8 (min.0-1-8),7=1067/0-5-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1869/0,3-4=1869/0,4-5=1581/0 BOT CHORD 10-11=0/1166,9-10=0/1869,8-9=0/1869,7-8=0/1247 WEBS 5-7=-1548/0,2-11=1442/0,5-8=0/463,2-10=0/975,4-8=-480/0,3-10=-483/0,4-9=-265/10 NOTES- (6-7) 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. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)394 lb down at 44-3-6 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) \`\ `1 1[ I!I//..././4.// 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��� •\S S•fC /�/ Uniform Loads(plf) ♦ .• /i Vert 7-11=10,1-6=250(F=-150) �J �t✓ENS�c �� 2)Dead+Uninhabitable Attic Storage:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 7-11=-10,1-6=-250(F=-150) * / . 34869 3)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 — Uniform Loads(plf) — 1T /. �� ...../ ' W ti Vert 7-11=10,1-4=-250(F=-150),4-6=-61(F=-41) = t. kj " / ■ .� 4)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) STATE OF .•• ��- Vert:7-11=-10,1-3=-61(F=-41),3-6=-250(F=-150) • \ . 5)3rd chase Dead+Uninhabitable Attic Storage:Lumber Increase=1.00,Plate Increase=1.00 •'••FL ORIO P •• 0 ,. Uniform Loads(plf) � ' Vert:7-11=-10,1-4= ,250(F=-150),4-6=-61(F=-41) / /v,O NA``\ \\\\\ /0111110\ November 4,2015 Continued on page 2 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 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.deivery,erection and bracing,consult ANSUTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onohb Drive,Madison,WI 53719. 1117.7 ''w 110807921 731121 FO4A GABLE 1 1 • y Job Reference(optional) Builders FirrtSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Tue Nov 03 21:21:42 2015 Page 1 01113 ID:b52KfTJORm3ELmZ2ZaJDWyOiJY-hKBNILmwi?kaaINXartSM1zjJVVNDgLrnG�I4885yMmgt Scale=1:15.6 ■ 1 2 3 4 5 6 7 8 T1 - o s • _ • e- e • 16 , — — — — — — , 17 E 4 ST' ST' ST1 ST1 ST1 ST1 :� V • e o 81 o e 15 14 13 12 11 10 9 3x3= 3x6 = I 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 I 6-8-0 I 8-0-0 1 8-5-8 I 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-5-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (roc) I/deft Ud 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 0.03 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 9 ilia n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:40 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) 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 8-5-8. (lb)- Max Gray All reactions 250 lb or less at joint(s)15,9,14,13,12,11,10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. I NOTES- (7-8) 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 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)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 \\11111Ifl1//// \ S ' , �„,J �GENS • . <c\ , * / re 34869 7.--10 /`1 ' ./ : cr_ `,3 w'....., Z. STATE OF • _�\ ,//,S/ONA� D\ '/11, 11111`\\\ November 4,2015 . 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 paramenlers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTP11 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. 110807923 731121 F06 ROOF TRUSS 1 1 a a ,Job Reference lootonal) Builders FiralSource. Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Tue Nov 03 21:21:44 2015 Page 1 ID:b52KfTJQRm3ELmZ2ZaJD WyOiJY-diJQKZMOSJGSpuvme?uLXn7Cm6_PD 12dIknACzyMmgr 0-1-8 �8 HI 1'3.° I I 1-110 I 01118 Scale- 27.3 1.5x3 I I 1.5x3 = 4x4 = 1.5x3 II 4x4= 1 2 3 4 T15 6 7 8 9 PA 418 li iir \BL2 9 Nom/ r - FM 16 15 14 13 12 11 10 3x6= 454= 1.5x3 I I 4x4 = 3x6 = I 1-6-0 i 4-0-0 9-11-0 I 12-5-0 I 14-11-0 I 16-5-0 I 1-6-0 2-6-0 5-11-0 2-6-0 2-6-0 1-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.19 12-13 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(TL) -0.30 12-13 >656 360 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.05 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:85 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=883/0-5-8 (min.0-1-8),10=889/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1592/0,3-4=-2548/0,4-5=-2928/0,5-6=-2928/0,6-7=-2552/0,7-8=-1591/0 BOT CHORD 16-17=0/952,15-16=0/2198,14-15=0/2928,13-1440/2928,12-13=0/2855,11-12=0/2207,10-11=0/950 WEBS 8-10=-1265/0,2-17=-1265/0,8-11=0/892,2-16=0/889,7-11=857/0,3-16=-843/0,7-12=0/479,3-15=0/531, 6-12=-422/0,4-15=-659/0,6-13=169/429 NOTES- (6-7) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)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)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 \��►11 COs s.K c� ', ii„\\\ �GENSF ': * . 34869 -p /.� /11. / ; f -70 . bl ......r / !I1__ �� STATE OF • . -.•Fi-ORIOF" ••' ON\:• %ss�pNA1- �\\``� //,f1111� November 4,2015 ■ r 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 responsibieity 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/Mit 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. .. ,.,..,a.Tr., -,r ••r .. .. 110807925 731121 IF07 GABLE 1 1 t i • Job Reference(optional) Binders FirftSource, Jacksonville,Fl 32244 7.840 s Oct 7 2015 MiTek Industries.Inc. Tue Nov 03 21:21:45 2015 Page 1 �p,�� ID:b52KfTJORm3ELmZ2ZaJD W W WyOiJY-5vtoXvNeDdOJR2UyCiPa3?fUSSyaQnXOWkkQyMmgq 0 Scale=1:14.2 13x3 II 2 3 4 5 6 73x3 II • Ti o 0 0 0 0 BLI ST1 ST1 571 ST1 ST1 BL' 0 0 0 B1 0 0 0 14 13 12 11 10 9 8 3x3 = 3x3 = I 1-4-0 I 2-8-0 I 4-0-0 I 54-0 I 6-8-0 I 7-8-0 I 1.4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 � Vert(TL) Na - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:37 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) 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 7-8-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)14,8,13,12,11,10,9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7-8) 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 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)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 ,\`\ \vS S.K 4''% ‘\�J \CENSF • ( /' * re 34869 * - _. .234_ Jet / .,/ • ce 7 STATE OF ' _ FLORIOP ••0 • s • •• .,,/s/oNIAk._ \\�\- November 4,2015 • 0 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 sham,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/7PIM Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive.Madison,W 53719. 731121 T01w GABLE rr 11 1 110807927 t a Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Tue Nov 03 21:21:49 2015 Page 1 I D:b52 Kf TJO R m3Ej_rnZ2ZaJ DWyOiJY-_g6JNG 09GrukwfnjRYU W ErgAS7u9u LcN S?UxtByMmg m 1 15-4-8 1 30-9-0 1 15-4-8 15-4-8 4x6 = Scale=1:53.3 14 6.00 12 tip 15 13 12 - - 18 11 - - 17 10 : _ 18 3x4 9 19 8 - 20 3x4 7 2122 8 to 5T7 ST ST9 S 10 S 11 g 10 dT9 5T8 p 24 23 S 3x4 %3S a� ST6 ST6 ST5 ST4 - 25 3x4 i egoeca02 ,• ST- - •271 ko 3x8 II 3x8 II 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 5x6 = 1 30-9-0 1 30-9-0 Plate Offsets(X,Y)- 11:0.3-8,0-1-61,127:0.3-8,0-1-61138:0-3-0,0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a - n/a 999 BCLL 10.0 • Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 27 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:237 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 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 SLIDER Left 2x4 SP No.3 1-6-9,Right 2x4 SP No.3 1-6-9 REACTIONS. All bearings 30-9-0. (Ib)- Max Horz 1=173(LC 16) Max Uplift All uplift 100 lb or less at joint(s)1,39,40,41,42,43,44,45,46,47,37,36,35,34,33,32, 31,30,29 except 48=147(LC 12),28=-131(LC 13) Max Gray All reactions 250 lb or less at joint(s)1,27,38,39,40,41,42,43,44,45,46,47,48,37,36, 35,34,33,32,31,30,29,28 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 12-13=-103/272,13-14=-111/299,1415=111/299,15-16=-103/272 NOTES- (11-12) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=20ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions 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. \\\\\l 1 1)1�I 1///// 6)Gable studs spaced at 1-4-0 oc. \\\ \ S.K /�� 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 V \GENSF - will fit between the bottom chord and any other members,with BCDL=5.Opsf. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,39,40,41,42, •-... * * - 43,44,45,46,47,37,36,35,34,33,32,31,30,29 except(jt=lb)48=147,28=131. - i • 34869 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 - 13 /�/ ; W 1 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 7 12) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL fl) : (V 33435 STATE OF ., LOAD CASE(S) Standard ��SS��FLNORA)O1P •'\G - �\ November 4,20∎5 t ► III 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. 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 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 BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 DOnofno Dnve,Madison,WI 53719. 110807929 731121 T02 COMMON 1 1 Job Reference(o0tion811_ Builders FiptSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Tue Nov 03 21:21:52 2015 Page 1 ID:b52KfTJQRm3ELI nZ2ZaJDWyOiJY-OFOR?IS1ZmGJn6Wl6g1 EsTSX3LgZ5adp8zjcUWyMmgj I 7-10-0 I 15-4-8 I 22-10-4 I 30-7-8 I 7-10-0 7-6-8 7-5-12 7-9-4 • 4x6= Scale=1:54.3 4 6.00 12 ti■ Y 3x4 i 3x4 3x4 3 5 3x4 i 1 6 'i 2 .3 0 t 5x6 7 y 5x6 4x6 1„s vR 8 I 41111 r I¢ 121 11 10 9 3x12 MT2OHS II 3x6 I I 4x6 = 5x8= 2x4 II I 7-10-0 I 15-4-8 I 22-10-4 I 30-7-8 I 7-10-0 7-6-8 7-5-12 7-9-4 Plate Offsets(X,Y)— [1:Edoe,0-1-12],18:0-8-15,Edge],[10:0-4-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.11 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.21 9-10 >999 240 MT2OHS 187/143 BCLL 10.0 • Rep Stress Incr YES WB 0.64 Horz(TL) 0.06 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight 173 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-5-14 oc bracing. SLIDER Right 2x8 SP 2400F 2.0E 4-5-9 WEBS 1 Row at midpt 3-10,5-10 REACTIONS. (lb/size) 12=975/0-7-10 (min.0-1-8),8=975/Mechanical Max Horz 12=-202(LC 13) Max Uplift 12=-432(LC 12),8=432(LC 13) Max Gray 12=1052(LC 2),8=1052(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1620/941,2-3=-1484/957,3-4=-1182/811,4-5=-1173/807,5-6=-1503/969, 6-7=1567/964,7-8=-1658/941,1-12=-960/635 BOT CHORD 11-12=290/351,10-11=-706/1388,9-10=-690/1356,8-9=-690/1356 WEBS 3-10=-503/423,4-10=-395/666,5-10=-473/406,1-11=-563/1130 NOTES- (9-10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=20ft;Cat.II;Exp C;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)All plates are MT20 plates unless otherwise indicated. 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 \\0\01 IcI�1//// // will fit between the bottom chord and any other members,with BCDL=5.0psf. \\ �vS S.is i, 6)Refer to girder(s)for truss to truss connections. �•__`` i• 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) �v \CEN`4F �,(� 12=432,8=432. \� i 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 * . a 34869 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. — 10) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 7- �-13 J I �./11c R' / ; W 33435 / F ` LOAD CASE(S) Standard .OF .• . ''ss!oivA� �,� `` /t/1111%\ November 4,2015 ■ A WARNING-Verily 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 buildng component. Appbcabiliy of design parementers and proper incorporation of component is responsibility of building designer-not buss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure 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 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. w , • 110807931 731121 T03A SCISSOR 9 1 -r-nt.- o.tionalf Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Tue Nov 03 21:21:54 2015 Page 1 ID:b52KfTJQRm3Ej_mZ2ZaJDWyOiJY-KewCQ UH5OW10QghE53ixuXZj8VVZXf6bHCiZOyMmgh I 6-2-5 } 8-1-0 9-11-11 } 16-2-0 I 6-2-5 1-10-11 1-10-11 6-2-5 4x6= Scale=1:38.6 4 011 2x43',--- 2x4 5 9.00 12 r �.-- Lia , 3x4 8 3x4 6 2 6x8 = 3x4 e _ `1 3x4\\ N CI r4/ 0, 1 00 j 6.00 12 11111166, td 3 x 6 1 1 3x8 I I I 8-1-0 I 16-2-0 8-1-0 8-1-0 Plate Offsets(X,Y)— f1:0-0-10,0.4-1],(7:0-0-15,0-4-1] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) (/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.14 7-8 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.26 7-8 >734 240 BCLL 10.0 • Rep Stress Incr YES WB 0.48 Horz(TL) 0.17 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:78 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 8-10-12 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 3-10-6,Right 2x4 SP No.3 3-10-6 REACTIONS. (lb/size) 1=509/0-5-8 (min.0-1-8),7=509/0-5-8 (min.0-1-8) Max Horz 1=-206(LC 10) Max Uplift 1=-210(LC 12),7=-210(LC 13) IMax Gray 1=577(LC 19),7=577(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1559/538,2-3=-1457/559,3-4=-1332/424,4-5=-1324/417,5-6=1396/530, 6-7=-1481/509 BOT CHORD 1-8=-498/1466,7-8=324/1272 WEBS 4-8=508/1447,5-8=-285/350,3-8=-285/313 NOTES- (8-9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=20ft;Cat.II;Exp C;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)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.Opsf. \� \ (f( I I I I I//// , 5)Bearing at joint(s)1,7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify `\\ `‘\S S•K /.i/ capacity of bearing surface. \ -` V i 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) \ �V \GEN$� ••�.(\ ,� 1=210,7=210. \` 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 / a 34869 • particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 -"D m n, : c• LOAD CASES Standard - / / STATE OF FLOR)OP --' (g ",?fONA`- \\\\\ /11,11111 November 4,2015 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 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 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,DSB-89 and BCSN Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison.col 53719. nvw.,r= ., .., 110807933 731121 TO4A COMMON 17 1 1 .e•Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Tue Nov 03 21:21:58 2015 Page 1 ID:b52KfTJQRm3ELmZ2ZaJDWyOiJY-DP9jGLXo9c0TV 1 zSTx8e5kicLIjPVHVVhVWAwi9yMmgd 7-10-0 I 15-4-8 I 22-11-0 • 30-9-0 { 7-10-0 7-6-8 7-6-8 7-10-0 4x6 = Scale=1:62.9 6.00 12 4 i■ r 3 5 6 a. 1 / '''4111111111111111111I 1 / 1N 9 4 r Pi el Y 12 13 14 11 15 10 16 9 17 18 �8 6x8 = 4x6 = 8x8 = I 10-4-3 I 20-4-13 I 30-9-0 I 10-4-3 10011 10-4-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.43 8-9 >859 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.61 8-9 >600 240 BCLL 10.0 • Rep Stress Incr YES WB 0.74 Horz(TL) 0.06 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:186 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-9-4 oc purlins, except BOT CHORD 2x4 SP No.1 end verticals. WEBS 2x4 SP No.3"Except" BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. W1:2x4 SP No.2 WEBS 1 Row at midpt 3-12,5-8 REACTIONS. (lb/size) 12=975/0-7-10 (min.0-1-8),8=975/0-7-10 (min.0-1-8) Max Holz 12=164(LC 16) Max Uplift 12=-422(LC 12),8=-422(LC 13) Max Gray 12=1265(LC 2),8=1265(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-1412/855,4-5=-1412/855 BOT CHORD 12-13=-541/1196,13-14=-541/1196,11-14=-541/1196,11-15=317/970,10-15=-317/970, 10-16=-317/970,9-16=-317/970,9-17=-541/1185,17-18=-541/1185,8-18=541/1185 WEBS 4-9=-267/546,5-9=-216/329,4-11=-267/546,3-11=-216/329,3-12=-1437/661, 5-8=1437/661 NOTES- (8-9) 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=20ft;Cat.II;Exp C;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)All plates are 3x4 MT20 unless otherwise indicated. 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 `� \ti t l l I)l////// will fit between the bottom chord and any other members,with BCDL=S.Opsf. \` �vS S•K / //// 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) \\�__`` ` � 12=422,8=422. w tiGEN$�c•••�� 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. _ / • 34869 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 - v�- r / •f� i�� STATE OF . -�� FLOR1OP •. (.2 //,,�ONA1- ,\ `� November 4,2015 I 1 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 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 BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 O'Onofno Drive,Madison,V9153719. 110807935 731121 T06 VALLEY 1 1 Ref-rence(optional) Builders FinstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Tue Nov 03 21:22:01 2015 Page 1 ID:b52KfTJQRm3Ej_mZ2ZaJDWyOiJY-d_rruNZgRXP1 MVi 7 83hLjNKCRz_Piof8CtOaIUyMmga 8.0-12 16-1-8 8-0-12 I 8-0-12 • Scale=1:26.9 4x6 = 3 P, 6.00 IFF 2x4 11 2x4 I I T 1 4 2 he . 1 •T1 5 1 O Bi O 3x4 9 8 7 6 3x4 2x4 11 2x4 II 354 = 2x4 II 16-1-8 16-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) n/a - rile 999 BCLL 10.0 * Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:58 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 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 REACTIONS. All bearings 16-1-8. (Ib)- Max Horz 1=80(LC 16) Max Uplift All uplift 100 lb or less at joint(s)1,5,8 except 9=-215(LC 12),6—215(LC 13) Max Gray All reactions 250 lb or less at joint(s)1,5,8 except 9=302(LC 25),6=302(LC 26) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-9=239/264,4-6=239/264 NOTES- (8-9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=20ft;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 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 100 lb uplift at joint(s)1,5,8 except (jt=lb)9=215,6=215. 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 \\\0‘11 1 I 1////// particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. \\\ \�\S S•k /, 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 \� V .• / NS�c LOAD CASE(S) Standard * * r e 34869 - %, ' : . ( , f44.- : STATE OF FLOR10P •' �� November 4,2015 1 ► A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI!-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the 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 ANSVIPII 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. '71M° 110807937 731121 708 VALLEY 1 1 Ref-renGe(optional) Builders FirstSource. Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Tue Nov 03 21:22:03 2015 Page 1 ID:b52Kf rJ QRm3Ej_mZ2ZaJDWyOiJYaMycJ3bxz9flbpsPGUkpooPYHmegAjaQgBthNNyMmgY 4-0-12 8-1-8 4-0-12 4-0-12 Scale=1:14.8 4x6 = 2 6.00 12 T 1 3 4 2x4% 2x4 II 2x4 8-1-8 8-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) n/a - n/a 999 BCLL 10.0 * Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:26 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 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 REACTIONS. (lb/size) 1=104/8-1-8 (min.0-1-8),3=104/8-1-8 (min.0-1-8),4=234/8-1-8 (min.0-1-8) Max Horz 1=37(LC 12) Max Uplift 1=-58(LC 12),3=-64(LC 13),4=-82(LC 12) Max Grav 1=108(LC 25),3=108(LC 26),4=262(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (8-9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=20ft;Cat.II;Exp C;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)Gable requires continuous bottom chord bearing. 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 100 lb uplift at joint(s)1,3,4. 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)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 \\\``\``\1 1 1c1�I/K///// LOAD CASE(S) Standard \" \ •••.••; 4 '///� ■ \CEN4.•• ∎� * e 34869 A .' * —_ 70 . .... r I '114,1 • �� STATE OF • �� FCORIO ' �C9 • •,/,//�°NAV- \ lilt , November 4,2015 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 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 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 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,W 53719. .. „_ _ 110807939 731121 T10 MONO TRUSS 12 1 --f-rence(optional) • Builders FirstSounce, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MTek Industries,Inc. Tue Nov 03 21:22:04 2015 Page 1 ID:b52KfrJORm3Ej_mZ2ZaJDWyOUY-2ZW WPcZkSncDyRcpl3F2L?ygGAx2v61aurdEvpyMmgX 6.3-12 + 10-4-0 I I 6-3-12 4-0-4 2x4 II Scale=1:19.4 4 • 3.00 l 3x4 3 x4 . 1 3x4 1 SO d ,= 11.,,- B1 r 11 nim 2x4 II '/ 3x6 II 5 6x8 = I 6-3-12 10-4-0 6-3-12 } 4-0-4 Plate Offsets(X,Y)— [1:0-2-0,0-1-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.10 1-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) 0.08 1-6 >999 240 BCLL 10.0 • Rep Stress Incr YES WB 0.29 Horz(TL) -0.01 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:49 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-2-6 oc bracing. SLIDER Left 2x4 SP No.3 3-2-10 REACTIONS. (lb/size) 1=326/0-3-8 (min.0-1-8),5=326/0-4-0 (min.0-1-8) Max Horz 1=150(LC 8) Max Uplift 1=-279(LC 8),5=-323(LC 8) Max Gray 1=351(LC 2),5=351(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=558/791,2-3=-514/807 BOT CHORD 1-6=884/499,5-6=-884/499 WEBS 3-6=-367/183,3-5=-557/988 NOTES- (6-7) 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=20ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.0psf. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) \\\`‘1 1 1 I I I!!//// 1=279,5=323. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. \\ `.\S S K I, 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any \"__`` �J ., particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. �v �CEN$F .c: \ 7)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 * / • 34869 • 7.:-...,014 ■ ..... 1 1/14.1 - STATE OF • . ..� FLORIOP ••\('j� � ',� �4NAV - �` November 4,2015 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. • Appicability 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.deivery,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,W153719. 110807941 731121 T12 MONO HIP 1 1 t Job Reference(optional) Builders FiratSourm, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Tue Nov 03 21:22:06 2015 Page 1 ID:b52KfTJQRrn3Ej_mZ2ZaJDWyOiJY-_ I } xekx4dpG41 KSGb_xcHWQQ138_gPM4ItM96L_iyMmgV 3-0-0 5-0-0 I &.0.0 2-0-0 3.00 12 2 3 I I I Scale=1:12.5 T2 T 2x4 II . T1 mill W2 W2 W3 11-] --1;'-- - B1 4 5 2x4 I I 6 2x4 11 4 4x6 = 3-0-0 5-0-0 3-0-0 I 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.01 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.01 5 >999 240 BCLL 10.0 * Rep Stress Incr NO WB 0.05 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 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 REACTIONS. (lb/size) 4=191/0-3-8 (min.0-1-8),6=160/0-3-8 (min.0-1-8) Max Horz 6=47(LC 5) Max Uplift 4=-278(LC 4),6=173(LC 4) Max Gray 4=206(LC 2),6=172(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (9-10) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=20ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone;end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 ftt 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) 4=278,6=173. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)12 lb down and 126 lb up at 3-0-0,and 16 lb down and 64 lb up at 4-10-4 on top chord,and 14 Ib down and 97 Ib up at 3-0-0,and 12 Ib down and 42 lb up at \\\\\1 1( I I I f///// 4-10-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. \\\\‘\00s1 \ \�\S S.K //i/ 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). \\ V ,,(��\ 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any ■' �v \CEN$F''.`.C\ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. `` 10) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 * is 34869 - * - LOAD CASE(S) 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 `N" • " / / �• Uniform Loads(plf) _ Vert:1-2=-54,2-3=-54,4-6=10 . �� STATE OF �� Concentrated Loads(lb) Vert 3=-16(B)4=-9(B)5=-13(B)2=-12(B) .-.FLORIOP.•' 0 \ 2)Dead+0.75 Roof Live(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 //vs� \.4\\� Uniform Loads(plf) / v \ Vert:1-2=-44,2-3=44,4-6=-25 ///1/11111%NA "\\\\\ November 4,2015 Continued on page 2 1 t A, WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabiliy 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 ANSUTPII Quality Criteria,058.89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D•Onofrio Drive,Madison,W 53719. 110807941 731121 T12 MONO HIP 1 1 Job Reference(QptionaI) Builders FirstSource, Jadrsonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Tue Nov 03 21:22:06 2015 Page 3 ID:b52KfTJORm3ELmZ2ZaJDWyOiJY_xekx4dpG41KSGb_xcHW00138_gPM4ItM96L_iyMmgV LOAD CASE(S) 14) Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=14,2-3=14,4-6=-30 Concentrated Loads(Ib) Vert:3=-7(B)4=-10(B)5=10(B)2=-7(B) 15) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=17,2-3=17,4-6=-7 Horz:1-2=-27,1-6=26 Drag:2-3=-0 Concentrated Loads(Ib) Veil:3=32(B)4=32(B)5=75(B)2=58(B) 16) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=31,2-3=-17,4-6=-25 Horz:1-2=-13,1-6=-9 Drag:2-3=-0 Concentrated Loads(Ib) Vert:3=32(B)4=32(B)5=75(B)2=58(B) 17) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Veil:1-2=-17,2-3=34,4-6=-25 Horz:1-2=-27,1-6=24 Drag:2-3=0 Concentrated Loads(Ib) Vert:3=48(B)4=32(B)5=75(B)2=97(B) 18) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-34,2-3=-34,4-6=-25 Horz:1-2=10,1-6=-7 Drag:2-3=0 Concentrated Loads(Ib) Veil:3=48(B)4=32(B)5=75(B)2=97(B) ' 1 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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 fabncation,quality control,storage,delivery,erection and bracing,consult ANSI/1PII Quality Criteria,DSB-69 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive.Madison.Nil 53719. 110807943 731121 T14 MONO TRUSS 1 1 4 Job Reference(optional) Builders FirstSouroe, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Tue Nov 03 21:22:08 2015 Page 1 ID:b52KITJQRm3Ej_mZ2ZaJDWyOiJY-wKmVMmf3ohH2iakN21 J_Vr6NOnKaq_cApTbS2ayMmgT 48.0 Scale=1:14.7 3.00 Fir 2 • 2x4 I I 1 HI: • ■ B, • 11 5 3 4 2x4 I I 2x4 I I LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.02 3-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.02 3-4 >999 240 BCLL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 TOP CHORD 2x4 SP No.1 Code FBC2014/TPI2007 (Matrix) Weight 21 lb FT=20% LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, except BOT CHORD 2x6 SP No.2 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 REACTIONS. (lb/size) 3=264/Mechanical,4=202/0-3-8 (min.0-1-8) Max Horz 4=59(LC 5) Max Uplift 3=260(LC 4),4=170(LC 4) Max Gray 3=276(LC 2),4=213(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (9-10) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=20ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)gable end zone;end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 , 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 3=260,4=170. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)187 lb down and 176 lb up at 3-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. \\\, •V\t l 1 I!I),,,// 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). \ \\ \S S•K /// 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. �v \CENs -••.`.(\ 10) 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) - / is / 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 - /'.1 / R�A•♦j`� ; w Uniform Loads(plf) J r / / Vert:1-2=54,3-4=10 Concentrated Loads(lb) �� STATE OF• Vert:5=186(B) :\ ',. 2)Dead+0.75 Roof Live(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 ••.E.t ORI0 ' ••'`0 \'s Uniform Loads(plf) //vv1� �`\\\ Vert:1-2=44,34=25 ////ONA'- ‘, \\\ November 4,20 5 Continued on•=ee2 ■ 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 responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overaN structure is the responsibility of the building designer.For general gudence regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIRPIM 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. 1 •••, , 110807943 731121 T14 MONO TRUSS 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Tue Nov 03 21:22:08 2015 Page 3 I D:b52KfTJORm3ELmZ2ZaJD WyOiJY-wKmVMmf3ohH2iakN21 J_Vr6NOnKaq_cApTbS2ayMmgT LOAD CASE(S) Uniform Loads(plt) Vert:1-2=-17,3-4=-7 Horz:1-2=-27,1-4=26 Concentrated Loads(Ib) Vert:5=123(6) 16) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Veil:1-2=-31,3-4=-25 Horz:1-2=-13,1-4=-9 Concentrated Loads(Ib) Vert:5=123(B) 17) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=17,3-4=25 Horz:1-2=-27,1-4=24 Concentrated Loads(Ib) Vert:5=123(B) 18) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-34,3-4=-25 Horz:1-2=-10,1-4=-7 Concentrated Loads(Ib) Vert:5=123(B) 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 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 bracng,consult ANSI/7PII Quality Criteria,DSB-89 and BCSI1 Building Component i Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofio Drive.Madison,WI 53719. WV ,J LOO RCAVVI,W 110807945 731121 T16 MONO HIP 1 1 • Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Tue Nov 03 21:22:09 2015 Page 1 1 ID:b52KfTJQRm3Ej_mZ2ZaJDWyOiJY-OWKIZ6giZ?PvJkJZcI0D23fZ7BhwZRBJ27L?b1 yMmgS I 3-0-0 I 5-3-10 I 3-0-0 2-3-10 4x12 = Scale=1:14.6 3.00 12 1 2x4 I 2 7 r 3 T2 2x4 I I -E- T1 V2 El W2 l'h V B1 8 52x4 II q 6 2x4 II 4x6 = I 3-0-0 I 5.3.70 I 3-0-0 2-3-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.01 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 5 >999 240 BCLL 10.0 • Rep Stress Incr NO WB 0.04 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:28 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-3-10 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. W1:2x4 SP No.2 1 REACTIONS. (lb/size) 4=191/Mechanical,6=171/0-3-8 (min.0-1-8) Max Horz 6=47(LC 5) Max Uplift 4=-205(LC 4),6=-163(LC 4) Max Gray 4=207(LC 2),6=185(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (10-11) 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=20ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)gable end zone;end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 4=205,6=163. 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)8 lb down and 122 lb up at \ I I I(///// 3-0-0,and 15 lb down and 61 lb up at 4-4-12 on top chord,and 13 lb down and 31 lb up at 3-0-0,and 12 lb down and 13 lb up at \ \ \``S S K 7/�i/ 4-4-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. \\__\\ V 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �� w �CENS - '��/� 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. - * * i 11) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL i ,r• 34869 �, 33435 /A. / LOAD CASE(S) `. '/`� r •• �� 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) �� Vert:1-2=-54,2-3=-54,4-6=-10 STATE OF Concentrated Loads(lb) ss .F�OR!pit. '-\(j� Vert:5=-11(F)2=-7(F)7=15(F)8=-8(F) / \\ 2)Dead+0.75 Roof Live(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 / \ Continued on page 2 November 4,2015 ■ ■ ® 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 responsibilliy 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,Madson,wit 53719. 731121 T16 1,' I•,T 1 110807945 MONO HIP • obR- - ice o. . . Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Tue Nov 03 21:2209 2015 Page 3 ID:b52KffJQRm3ELmZ2ZaJDWyOiJY-O WKIZ6giZ?PvJkJZdgD23fZ7BhwZRBJ27L?b1 yMmgS LOAD CASE(S) Uniform Loads(plf) Veil:1-2=0,2-3=-0,4-6=-10 Horz:1-2=-14,1-6=10 Drag:2-3=0 Concentrated Loads(Ib) Veil:5=31(F)2=122(F)7=61(F)8=13(F) 14) Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Veil:1-2=-14,2-3=14,46=30 Concentrated Loads(Ib) Veil:5=-10(F)2=-6(F)7=-7(F)8=-10(F) 15) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-17,2-3=-17,4-6=-7 Horz:1-2=27,1-6=26 Drag:2-3=-0 Concentrated Loads(lb) Vert:5=25(F)2=56(F)7=30(F)8=10(F) 16) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=-31,2-3=17,4-6=-25 Horz:1-2=13,1-6=-9 Drag:2-3=-0 Concentrated Loads(Ib) Vert:5=25(F)2=56(F)7=30(F)8=10(F) 17) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=17,2-3=-34,4-6=-25 Horz:1-2=-27,1-6=24 Concentrated Loads(Ib) Veil:5=25(F)2=95(F)7=47(F)8=10(F) 18) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-34,2-3=-34,4-6=-25 Horz:1-2=10,1-6=-7 Concentrated Loads(Ib) Vert:5=25(F)2=95(F)7=47(F)8=10(F) t � A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1411.7473 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 ANSIRPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 53719. 731121 T17 'JACK 3` 1 110807946 Builders FiratSouroe, Jacksonville,Fl 32244 Job Reference(optional) ID:b52KfTJQRm3Ej_rn72ZaJDVVyy0iJYY--sjtFnSgKKIXmxturnASMSaGBIdb2 lu6SHn4Zn5 Paget g yMmgR LOAD CASE(S) 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=14,3-4=-30 Concentrated Loads(Ib) Vert:5=27(F=14,B=14)6=60(F=30,B=30) 4)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=41,3-4=18 Horz:1-4=20,1-2=50 Concentrated Loads(Ib) Vert 5=-76(F=-38,B=-38)6—9(F=4,B=-4) 5)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=22,3-4=18 Horz:1-4=-26,1-2=30 Concentrated Loads(Ib) Vert:5=-21(F=-11,B=-11)6=-9(F=-4,B=4) 6)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=21,3-4=14 Horz:1-4=35,1-2=-35 Concentrated Loads(Ib) Vert:5=20(F=10,B=10)6=3(F=1,B=1) 7)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=2,3-4=14 Horz:1-4=-12,1-2=-16 Concentrated Loads(Ib) Vert:5=35(F=17,B=17)6=3(F=1,B=1) 8)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=41,3-4=-6 Horz:1-4=17,1-2=-50 Concentrated Loads(Ib) Vert:5=-76(F=-38,B=-38)6=58(F=29,B=29) 9)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert 1-2=20,3-4=-6 Horz:1-4=-24,1-2=-28 Concentrated Loads(Ib) Vert:5=15(F=8,13=-8)6=58(F=29,B=29) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=41,3-4=6 Horz:1-4=17,1-2=-50 Concentrated Loads(Ib) Vert:5=-76(F=-38,B=-38)6=58(F=29,B=29) 11) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,3-4=-6 Horz:1-4=-24,1-2=28 Concentrated Loads(Ib) Vert:5=-15(F=8,B=-8)6=58(F=29,B=29) 12) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=21,3-4=-10 Horz:1-4=31,1-2=-35 Concentrated Loads(Ib) Vert:5=-20(F=10,B=10)6=70(F=35,B=35) 13) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-0,3-4=-10 Horz:1-4=-10,1-2=-14 Concentrated Loads(Ib) Vert:5=41(F=20,B=20)6=70(F=35,B=35) 14) Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-14,3-4=-30 Concentrated Loads(Ib) Vert:5=27(F=14,B=14)6=60(F=30,B=30) 15) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-17,3-4=-7 Horz:1-4=26,1-2=-27 Concentrated Loads(Ib) Vert:5=-7(F=-3,B=-3)6=41(F=20,B=20) Continued on pane 3 • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIrrPII Duality Criteria,DSB-89 and BCSI1 Building Component Boynton Beath,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. a, 6�ne�,,.v 731121 T18 JACK 6 1 1 110807947 Builders FirstSource,r Jacksonville,Fl 32244 Job Reference(optional) 7.640 s Oct 7 2015 MTek Industries.Inc. Tue Nov 03 21:22:11 2015 Page 1 ID:b52KfTJQRm3Ej_mZ2ZaJDWyOiJY-LvRd_ohySddZ 1 TykAth7UkxE?OI1 KLcVQg6fvyMmgQ 1 1-0-0 , 1-0-0 3.00 12 Scale=1:10.3 2x4 II 2 1 T1 W1 61 1 1•4 4 2x4 11 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) 0.00 4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 4 >999 240 BCLL 10.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a i BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:4 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, except BOT CHORD 2x4 SP No.1 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=27/0-3-8 (min.0-1-8),2=22/Mechanical,3=5/Mechanical Max Horz 4=32(LC 9) Max Uplift 4=25(LC 10),2=-20(LC 9),3=-21(LC 9) Max Gray 4=32(LC 22),2=22(LC 1),3=15(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7-8) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=20ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.0psf. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2,3. 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)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 \1`\III 1 I j/// LOADCASE(S) Standard \\\\ vS S./I" //7i, J � F � \GENS ••.<<Zc•\ ,: _ / a 34869 -v / , r� /, • z:41. w .( ....../ Am STATE OF • ii //ONIA1�1�\\ November 4,2015 � f A WARNING-Verily design parameters and READ NO TES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 BEFORE USE. Design valid for use only with Welk 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/7PIM Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safsty information available from Truss Plate Institute.583 D'Onofno Drive.Madison,WI 53719. . 731121 T20 MONO TRUSS 1 1 110807949■ r dc Job Reference(Gptional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Tue Nov 03 21:22:13 2015 Page 1 ID:b52KfTJQRm3Ej_mZ2ZaJDWyOiJY-HIZOPUjCdDVKoLdKrav9CvpD1 o06VErvzkJDkoyMmgO i 5-0-0 I , 500 Scale=1:15.0 3.00 12 2 Ti 2x4 II 1 V2 RI MI 1/F ___ B1 - A 5 0 4 2x4 II 3 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.03 3-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.03 3-4 >999 240 BCLL 10.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 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 REACTIONS. (lb/size) 3=266/0-3-8 (min.0-1-8),4=222/0-3-8 (min.0-1-8) Max Horz 4=61(LC 5) Max Uplift 3=-295(LC 4),4-208(LC 4) Max Gray 3=278(LC 2),4=234(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (8-9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=20ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone;end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.0psf. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 3=295,4=208. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)187 lb down and 252 lb up at 3-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. \ ,l I I f i/ // 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). \1 // 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any \\ `` S.{{ I/ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. \\\ -` \v .. `. //� 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 \\ \CENss: •.-� LOAD CASE(S) 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 * / • 34869 Uniform Loads(plf) _ Vert 1-2=-54,3-4=-10 - //'.1 / • LL - Concentrated Loads(Ib) / Vert:5=-187(B) �� / ` 2)Dead+0.75 Roof Live(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 STATE OF �` Uniform Loads(plf) P \Vert1-2=-44,3-4=-25 s•••.FC0RIO '.•• C ∎ Concentrated Loads(lb) 5=-187(B) // s/0.N A L ���\ \\\ Vert //1/If111 \ Continued on page 2 November 4,2015 f A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI<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 incevidual 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 ANSIRPI1 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 CrOnofno Drive,Madison,W 53719. 731121 T20 MONO TRUSS 110807949 • 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Tue Nov 03 21:22:13 2015 Page 3 ID:b52KffJORm3ELmZ2ZaJDWyOiJY-HIZOPUCdDvKoLdKrav9CvpD 1 o06VErvzkJDkoyMmgO LOAD CASE(S) 16) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=31,3-4=-25 Horz:1-2=13,1-4=-9 Concentrated Loads(Ib) Vert:5=111(B) 17) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=17,3-4=-25 Horz:1-2=-27,1-4=24 Concentrated Loads(Ib) Vert:5=111(B) 18) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-34,3-4=-25 Horz:1-2=10,1-4=7 Concentrated Loads(Ib) Vert:5=111(B) 19) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=41,3-4=18 Horz:1-2=-50,1-4=20 Concentrated Loads(Ib) Vert:5=66(B) 20) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=24,3-4=-6 Horz:1-2=-32,1-4=-26 Concentrated Loads(Ib) Vert:5=89(B) 21) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=21,3-4=14 Horz:1-2=-35,1-4=35 Concentrated Loads(Ib) Vert:5=70(B) 22) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=4,3-4=10 Horz:1-2=-18,1-4=12 Concentrated Loads(Ib) Vert:5=93(B) 23) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=41,3-4=6 Horz:1-2=-50,1-4=17 Concentrated Loads(Ib) Vert 5=89(B) 24) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,3-4=6 Horz:1-2=28,1-4=-24 Concentrated Loads(Ib) Vert:5=89(B) 25) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=41,3-4=-6 Horz:1-2=-50,1-4=17 Concentrated Loads(Ib) Vert:5=89(B) 26) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,3-4=-6 Horz:1-2=-28,1-4=24 Concentrated Loads(Ib) Vert:5=89(B) 27) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pIt) Vert:1-2=21,3-4=10 Horz:1-2=35,1-4=31 Concentrated Loads(Ib) Vert:5=93(B) 28) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-0,3-4=-10 Horz:1-2=14,1-4=-10 Continued on page 4 1 A WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED Ml7EK REFERENCE PAGE MI!•747J 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 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 ANSUTP11 Quality Criteria,OSB-89 and BCSI1 Building Component Boynton Beech,FL 33435 Safety Information available from Truss Plate Institute,583 CrOnofno Drive,Madison,WI 53719. 110807950 731121 121 MONO HIP 1 1 • • Job Reference(optional) Builders FirstSource, Jacksonville.Fl 32244 7.640 s Oct 7 2015 MTek Industries.Inc.Tue Nov 03 2122:13 2015 Page 1 ID:b52KfTJORm3EymZ2ZaJDWy OiJY-HIZOPUjCdINKoLdKrav9CvpGjo4VVDmvzkJDkoyMmgO I 3-0-0 I 3-0-0 2-3-10 4x12 = Scale=1:14.6 3.00 12 2x4 I I 2 7 r 3 T2 3x4 W3 w3 w1 B1 '/ 5 6 4 4x6 = 6 2x4 I I 3x4 = I 3-0-0 I 5-3-10 3-0-0 2-3-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 5 >999 240 BCLL 10.0 * Rep Stress Incr NO WB 0.07 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:32 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-3-10 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) 6=175/0-3-8 (min.0-1-8),4=197/Mechanical Max Horz 6=47(LC 5) Max Uplift 6=-175(LC 4),4=-242(LC 4) Max Gray 6=188(LC 2),4=212(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. l NOTES- (11-12) 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=20ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)gable end zone;end vertical left exposed;porch left exposed;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.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 6=175,4=242. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. j 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)16 lb down and 64 lb up at \\\\ I I 1 1 1//// / 3-0-0,and 16 lb down and 64 lb up at 4-4-12 on top chord,and 12 lb down and 42 lb up at 3-0-12,and 12 lb down and 42 lb up at \\ \vS S.{( "0 4-4-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. \\\- A. 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). -' �V \CENs .'•. ,C\�. 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) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL / a 34869/ —••33435 I k LOAD CASE(S) — /`+ / / !� ' 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 .: 41 Uniform Loads(plf) �� Vert 1-2=-54,2-3=-54,4-6=-10 STATE OF \ Concentrated Loads(lb) ••.FC ORIOP'.•• 0 ,. Vert:5=-9(F)2=-16(F)7=-16(F)8=-9(F) .....•• \\ 2)Dead+0.75 Roof Live(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 /////,/O N A,,, � \\ /1/11111\\\\ Continued on page 2 November 4,2015 ■ f A WARNING•Vent),dosrgn 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 reaponsibillity 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 ANSIRPII Quality Criteria,DSB-89 and 8CSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 CrOnofno Drive,Madison.W 53719. .. 731121 121 MONO HIP 1 1 110807950 • Builders FirstSource' Jacksonville,Fl 32244 Job Reference/optional) ID:b52KfrJQRm3ELmz2ZaJDWyoiJy-IU7mdq gOXMBQVCXP QOIBMRTCQkE 3 2CO2mGE 5 Page 3 90 yMmgN LOAD CASE(S) Uniform Loads(plf) Veil:1-2=0,2-3=0,4-6=-10 Horz:1-6=10,1-2=14 ' Drag:2-3=-0 Concentrated Loads(Ib) Vert:5=42(F)2=64(F)7=64(F)8=42(F) 14) Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-14,2-3=14,4-6=-30 Concentrated Loads(Ib) Vert:5=-10(F)2=-7(F)7=7(F)8=-10(F) 15) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-17,2-3=-17,4-6=-7 Horz:1-6=26,1-2=-27 Drag:2-3=-0 Concentrated Loads(Ib) Vert:5=32(F)2=32(F)7=32(F)8=32(F) 16) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pat) Vert:1-2=-31,2-3=17,4-6=-25 Horz:1-6=-9,1-2=-13 Drag:2-3=-0 Concentrated Loads(lb) Vert:5=32(F)2=32(F)7=32(F)8=32(F) 17) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Veil:1-2=-17,2-3=-34,4-6=-25 Horz:1-6=24,1-2=-27 Concentrated Loads(Ib) Vert:5=32(F)2=48(F)7=48(F)8=32(F) 18) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-34,2-3=-34,4-6=25 Horz:1-6=7,1-2=10 Concentrated Loads(Ib) Vert:5=32(F)2=48(F)7=48(F)8=32(F) 19) 1st Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=54,2-3=54,4-6=-10 Concentrated Loads(Ib) Vert:5=-9(F)2=-16(F)7=-16(F)8=-9(F) 20) 2nd Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-14,2-3=-54,4-6=-10 Concentrated Loads(Ib) Vert:5=-9(F)2=-16(F)7=-16(F)8=-9(F) 21) 3rd Dead+0.75 Roof Live(unbalanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-4-4,2-3=-44,4-6=-25 Concentrated Loads(Ib) Vert:5=-12(F)2=-15(F)7=15(F)8=-12(F) 22)4th Dead+0.75 Roof Live(unbalanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-14,2-3=-44,4-6=-25 Concentrated Loads(Ib) Vert:5=-12(F)2=15(F)7=-15(F)8=-12(F) 1 f ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.747J BEFORE USE, Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Apphcabiliy of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing Shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the 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 BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Mattson.IM 53719. ..., ., 731121 ,T22 MONO TRUSS 1 1 110807951 1Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc. Tue Nov 03 21:22:14 2015 Page 2 ID:b52KfTJQRm3ELmZ2ZaJDWyOiJY-IU7mdgjgoX1 BQVCXPIQ016MQZCB2EhT2CO2mGEyMmgN LOAD CASE(S) Uniform Loads(plf) Vert:1-2=-14,3-4=-30 Concentrated Loads(Ib) Vert:4=-670(B)5=-641(B) 4)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-12,3-4=-6 Horz:1-2=4 Concentrated Loads(Pb) Vert:4=432(B)5=438(B) 5)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,3-4=-6 Horz:1-2=-28 Concentrated Loads(Pb) Vert:4=432(B)5=438(B) 6)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-32,3-4=-10 Horz:1-2=18 Concentrated Loads(Ib) Vert:4=432(B)5=442(B) 7)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=-0,3-4=10 Horz:1-2=-14 Concentrated Loads(Pb) Vert 4=432(B)5=442(8) 8)Dead+0.6 MWFRS Wnd(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=41,3-4=-6 Horz:1-2=50 Concentrated Loads(Pb) Vert:4=432(B)5=438(B) 9)Dead+0.6 MWFRS Wnd(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=20,3-4=-6 Horz:1-2=-28 Concentrated Loads(Pb) Vert:4=432(B)5=438(B) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=41,3-4=-6 Horz:1-2=-50 Concentrated Loads(Ib) Vert:4=432(B)5=438(8) 11) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=20,3-4=-6 Horz:1-2=-28 Concentrated Loads(lb) Vert:4=432(B)5=438(B) 12) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=21,3-4=-10 Horz:1-2=-35 Concentrated Loads(Ib) Vert:4=432(B)5=442(B) 13) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=-0,3-4=-10 Horz:1-2=-14 Concentrated Loads(Ib) Vert:4=432(B)5=442(B) 14) Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-14,3-4=-30 Concentrated Loads(Ib) Vert:4=-670(B)5=-641(B) 15) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-57,3-4=-25 Horz:1-2=13 Concentrated Loads(Ib) Vert:4=269(B)5=279(B) Continued on page 3 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII•7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the 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 ANSVTP11 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. ., 110807951 731121 T22 MONO TRUSS 1 1 _Job Reference fo0tionaD _ Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc. Tue Nov 03 21:22:14 2015 Page 4 ID:b52KfTJQRm3ELmZ2ZaJDWyoiJY-IU7mdgjgoX1 BQVCXPIQOI6MQZCB2EhT2CO2mGEyMmgN LOAD CASE(S) Concentrated Loads(Ib) Vert:4=-330(B)5=320(B) 29) Reversal:Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-57,3-4=-25 Horz:1-2=13 Concentrated Loads(Ib) Vert:4=-853(B)5=-828(B) 30) Reversal:Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=-34,3-4=-25 Horz:1-2=10 Concentrated Loads(Ib) Vert:4=-853(B)5=-828(B) 31) Reversal:Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-17,3-4=-25 Horz:1-2=-27 Concentrated Loads(Ib) Vert:4=-853(B)5=-828(B) 32) Reversal:Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-34,3-4=25 Horz:1-2=-10 Concentrated Loads(Ib) Vert:4=-853(B)5=828(B) 1 r 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 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 responsibilliry 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,OSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison.WI 53719. sr .n7 ry warcesaemw 731121 T24 GABLE 2 i 1 110807953 I Job Reference(optional) Builders FirStSouree, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MTek Industries,Inc. Tue Nov 03 21:22:17 2015 Page 1 I D:b52KfTJQRm3ELI UZ2ZaJDWyOiJY-93ouFrmjgSQmHyw64Q_5MI_xkQRI R 1 iUuMHQtZyMmgK I 10-3-0 I 20-6-0 10-3-0 10-3-0 4x6= Scale=1:45.3 7 ell 6 8 9.00 12 5 9 4 ice► 10 g TO 11.0 • .j 20 5x6 _ '16 R:, 04 t� a 21 17 II 2 12 ,i)alir r 22 16 d 23 15 4 24 14 N 1 6.00 12 13 N 0 3x4 - 3x4 I 10-3-0 • 0-6-0 10-3-0 I 10-3 0-0 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Udell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a - n/a 999 BCLL 10.0 • Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 13 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:98 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 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, Except: OTHERS 2x4 SP No.3 6-0-0 oc bracing:23-24,14-15. REACTIONS. All bearings 20-6-0. (Ib)- Max Horz 1=-246(LC 8) Max Uplift All uplift 100 lb or less at joint(s)13,20,21,22,23,18,17,16,15 except 1=-135(LC 8), 19=-128(LC 11),24=-242(LC 12),14=239(LC 13) Max Gray All reactions 250 lb or less at joint(s)1,13,20,21,22,23,18,17,16,15 except 19=417(LC 13), 24=333(LC 19),14=330(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 6-7=-227/266,7-8=-227/266 WEBS 7-19=255/187,2-24=-262/245,12-14=-262/243 NOTES- (12-13) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=20ft;Cat.II;Exp C;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. \\ I 1 I!I /// 6)Gable studs spaced at 1-4-0 oc. `L I/ 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \\\\ ```S S.(� 77�// 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 \ - V . '`. will fit between the bottom chord and any other members,with BCDL=5.Opsf. `` i 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13,20,21,22,23, \ .v 10EN4 •• 18,17,16,15 except(jt=lb)1=135,19=128,24=242,14=239. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)19,20,21,22,23,24,18,17,16,15,14. — / •• 34869/ -+ 11) "Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. - tIK Y 12) This manufactured product is designed as an individual building component. The suitability and use of this component for any - " j /•, • . a E. particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. _73 ' vW• / 11/141 -" 13)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL �� •. 33435 STATE OF • ��� LOAD CASE(S) Standard ss• FC ORIO P�•'-(i `\\1, /ONA` \\)/ I am November 4,2015 t ■ ® WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII•747J 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 responsbilliry 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 BCSIl Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison.1M 53719. ,-- ....w ...w.gyp.. v,., ..� wo..aa.w..w 110807955 731121 T25 COMMON 2 y 2 Job Reference(optional) Builders Fi stSource, Jacksonville.Fl 32244 7.640$Oct 7 2015 MiTek Industries,Inc. Tue Nov 03 21:22:19 2015 Page 1 I D:b52KfTJQR m3EymZ2ZaJD WyOiJY-6RwfgXnzC3gU WG4UCrOZSA38h DOivphnLgmXxSyMmgl 6-0-4 I 10-3-0 I 14-5-12 I 20-6-0 I 6-0-4 4-2-12 4-2-12 6-0-4 4x8 I I Scale=1:47.5 3 i 9.00 3 12 i x6 i IT� 3x8 A4041 2 \ 4 77x8 II 9 M 8 8 2x4 II 2x4 II v 1 wt 5 6.00 i ` 1" d 5x6 5x8 I 6-0-4 I 10-3-0 I 14-5-12 I 20-6-0 I 6-0-4 4-2-12 4-2-12 6-0-4 Plate Offsets(X,Y)— 11:0-1-0,0-2-15),15:0-1-0,0-2-151 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.23 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.39 6-7 >609 240 BCLL 10.0 ' Rep Stress!nor NO WB 0.62 Horz(TL) 0.39 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:236 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-5-12 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3"Except" W3:2x4 SP No.2 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=1320/0-5-8 (min.0-1-8),5=1632/0-5-8 (min.0-1-8) Max Horz 1=-253(LC 4) Max Uplift 1=-641(LC 8),5=-814(LC 9) Max Gray 1=1602(LC 15),5=2004(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-5629/2243,2-3=5608/2169,3-4=-5623/2195,4-5=7326/2864 BOT CHORD 1-8=1985/4964,7-8=-2027/5061,7-9=-2620/6844,6-9=2213/5862,5-6=-2395/6311 WEBS 3-7=-2505/6489,47=1427/890,4-6=-381/1076,2-7=216/491 NOTES- (11-12) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-6-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. \\\‘\01111/j//// 3)Unbalanced roof live loads have been considered for this design. \\ \``S S.K / //// 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=20ft;Cat.II;Exp C;End., •\ V c ,•GCpi=0.18;MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 \' �J \CENS -'•.∎� 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. * i e 34869 • * —• 7)Bearing at joint(s)1,5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify — capacity of bearing surface. L.— •iii �� • CC 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) — " 1=641,5=814. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. -�� STATE OF .• . .�� 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2150 lb down and 922 lb up at •••12-1-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. ••.F1.ORIO ' `!� \� 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any //v s/ .`\\\ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. // Q N A1- Ti \\ 12) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL .// /I I I I \ \ 33435 November 4,2015 i_%9ktgick-Pir1e 2 d I 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 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 ANSITIPI1 Quality Criteria,DSB-89 and BCSI1 Building Component I Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive.Madison.VA 53719. ,' r' Lw^vie w 110807955 731121 T25 COMMON Z • 2 Job Reference(optional) Builders FirrtSource, Jacksonville,Fl 32244 7040 s Oct 7 2015 MiTek Industries,Inc. Tue Nov 03 21:22:20 2015 Page 3 ID:b52KfTJQRm3ELmZ2ZaJDWyOiJY-aeU 1 ttobzNoL8QfhIZXo_NcJRdMxeGxxaKV4TuyMmgH LOAD CASE(S) Uniform Loads(plf) Vert:1-3=14,3-5=-14,1-7=30,5-7=-30 Concentrated Loads(Ib) Vert:9=1147(F) 15) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-3=-57,3-5=-34,1-7=-25,5-7=-25 Horz:1-3=13,3-5=10 Concentrated Loads(Ib) Vert:9=-2150(F) 16) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-3=-34,3-5=-57,1-7=-25,5-7=25 Horz:1-3=10,3-5=13 Concentrated Loads(Ib) Vert:9=-2150(F) 17) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plt) Vert:1-3=17,3-5=-34,1-7=-25,5-7=-25 Horz:1-3=-27,3-5=10 Concentrated Loads(Ib) Vert:9=-1940(F) 18) Dead+0.75 Roof Live(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=34,3-5=17,1-7=-25,5-7=25 Horz:1-3=10,3-5=27 Concentrated Loads(Ib) Vert:9=-1940(F) 19) 1st Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=54,3-5=-14,1-7=-10,5-7=10 Concentrated Loads(Ib) Vert:9=-1669(F) 20) 2nd Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-5=-54,1-7=-10,5-7=10 Concentrated Loads(Ib) Vert:9=-1669(F) 21) 3rd Dead+0.75 Roof Live(unbalanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-5=-14,1-7=-25,5-7=-25 Concentrated Loads(Ib) Vert:9=-1799(F) 22)4th Dead+0.75 Roof Live(unbalanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=14,3-5=-44,1-7=-25,5-7=25 Concentrated Loads(Ib) Vert:9=-1799(F) 23) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-12,3-5=20,1-7=-6,5-7=-6 Horz:1-3=4,3-5=28 Concentrated Loads(Ib) Vert:9=361(F) 24) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=20,3-5=12,1-7=-6,5-7=-6 Horz:1-3=-28,3-5=-4 Concentrated Loads(Ib) Vert:9=361(F) 25) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-32,3-5=-0,1-7=10,5-7=-10 Horz:1-3=18,3-5=14 Concentrated Loads(Ib) Vert:9=-1093(F) 26) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-0,3-5=-32,1-7=10,5-7=-10 Horz:1-3=-14,3-5=-18 Concentrated Loads(Ib) Vert:9=-1093(F) 27) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=41,3-5=20,1-7=-6,5-7=-6 Horz:1-3=-50,3-5=28 Continued on page 4 I r 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. Appkcability of design parementers and proper incorporation of component is responsibility of building resigner-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,dekvery,erection and bracing,consult ANSUTPII Quality Criteria,DSB-89 and BCSI1 Building Component i Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. r __'7 ''7 .-- .' --.-=-- 731121 T26 SPECIAL 1 • 110807956 2 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries.Inc.Tue Nov 03 21:22:20 2015 Page 1 3-8-0 I ID:b52KfTJQRm3ELmZ2ZaJ V 01JY-aeU1ttobzNoL8QfhIZXo NcaDdPleKGxaKV4TuyMmgH 3-8-0 3-8-0 2x4 I I 4x6= Scale=1:17.8 4x6 = 1 2 3 T1 N VY1 W1 O) N ,/ W1 r '0— B1 ,\(,\. ____. 5 9 6,,9= 4 2x4 II 2x4 II 3-8-0 I 7-4-0 I 3-8-0 3-8-0 Plate Offsets(X,Y)- [5:0-4-0,0-3-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.02 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.03 4-5 >999 240 BCLL 10.0 • Rep Stress Incr NO WB 0.34 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:107 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=1669/Mechanical,4=1669/Mechanical Max Uplift 6=922(LC 4),4=922(LC 4) Max Gray 6=1827(LC 15),4=1827(LC 15) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-6=-1097/587,1-2=-1587/799,2-3=1587/799,3-4=1097/587 WEBS 1-5=914/1816,3-5=914/1816 NOTES- (10.11) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=20ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)gable end zone;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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide \\\\\I I I l I 1 1//� will fit between the bottom chord and any other members,with BCDL=S.Opsf. \�\\\ OS S•K //// 7)Refer to girder(s)for truss to truss connections. ` \ ,, `/ i 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) .. J \CEN$F'•. 6=922,4=922. ' ' 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. = * * ..-10) This manufactured product is designed as an individual building component. The suitability and use of this component for any / a 34869 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. — /�I a 11) 33435 Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL -'-fit /iii/ / / : )w--1- `�" . / '/krti LOAD CASE(S) „ STATE OF 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 •Uniform Loads(plf) c�•' .F�ORIO P'. G\�� Vert:1-3=-54,4 6=420(F=410) i vs """' \J\\\ 2)Dead+0.75 Roof Live(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 /1// lO N A't- \ ////IIilt11\\\ Continued on page 2 November 4,2015 t i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MTek connectors.Thus design is based only upon parameters shown,and is for an individual building component. Appicabiliy of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construdan is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overal stru ture is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,qualiy control,storage.delivery,erection and bracing,consult ANSVTPI7 Quality Criteria,DSI3-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Tens Plate Institute.583 D'Onohio Drive.Madison,WI 53719. coo z 111# M o -0 E. c� ii lila Z x rn flj D.FS '' j O o QZ m °s$ f � - p (D IW s a G7 a y 7 a co moo � � x�n r mom_. � m 7 _ CD Q�3N7 D o•0.m0 0_ 7 �� N 7.N O 7 N R y < 0 (D� O O x �� j (D Z -Ito �mvo a� Q n (.9,.. a� 6' r °iv ��� v� c o o oa m ° ° CD < _ .D CD m 3 Cr ° - o N - o om ° (D ° mw O y (D VJ W a n o Q v o o m (D m 0 �. v = cD' v(D 0 .Zl y m o° w ��. o' —5 O n)-o Q� 7 m o o_ o 7 o m a_ m m�.cw ° D 000- Z (u-a� o. ° 00 3 ^ nQm Z -0 N j.(1 O T m(0 7 7 7 (0 CO 7 N _ N CD-D y' CDD• OC ? (D 7- • 7 D --0-0 ° p ooi < o � coi ° 5500 = a CO o° o �� 5 D �_ (o o ° m °' 0 7 �n p �-m o 1.3 ((' CD D CO c°o rn. D O cr C 0 C 5 `Z N p 7 a 7 C�_ N j' ry O x Fr; c Z• - O' -(0 fD CD X (D N p 7 (0 co;'z rn n 70 ci i�`o TOP CHORD CO _a L oA-°- m o mo rc0--Ii Cl-s Z_is , ,,, ,_..._, CO W (/) C m 0 m Z CO CD AvA� n cn� aOD ,m. (n Nm`'m o 0 -r=Z m0 A O n r ��7�� N O -1* -4m 0 w ( CT D a)rn�w rn �W cm W w v CO CD ����„ D cn� m� O n (D SU fil m m r O a Q co DM O MI m MZ cn 3 Z.cn CD 1l`G ° C 0 �C n m w CO 1- z 000 p cWi> Es r- A cn T ym f n Cn W ^' O m0 -i m 0 coo ‘/ W x D A m 2- mf ® co m m 0 D. o z m rn H J•6 4.� I 0 1 C7 A n O m TOP CHORD N 9, O <D Co J O) (r - W N - JO co co V O) Ot A W N 7' 0 -n (DO <n O mC g C o W N-I H- r 3 m a mo n 3 m F d m w m .) a c o a z ma< m < m v 0 0 m m_ m, 3 a m w m J , oo . a. m - co, o•F m a 9-'0 ?-m g'9 m 2 Q f m a'u5 cu 0 3 5-� < x m Lt)T m o 0 2_ o m N 3 ° Om -< m < o < " aa v m m ma 3 a a ' 8 (Q (D I' E d 2 3`O a L'' o o 3a a a m am o-v .g o o , _ B -- a dx m o we 2 au m w (D- m � m <o JO o 0» o y av n m m N a =m m7 r m -0 3E 3 w m mm =.1"113, om y �• Xm O /p3 Y J f ° m N a �m 7 N ma 01 0 =. o (D a — ° fD m` - . 3 0 =0 w 0 - 7 0 o 7. . - 3 Cr 0 CD O o -.„7-, . m N N ' a(^ D N J0 a -< a O N <0 Q< N p.O 0 3, O-O o � <-i,. 3 0- c — 3• o c» 0_ O J g L m F.- a J C J mg ^ `' (D O 3�m m p y J C O om o O "L' O- c W c WO .0 C N < O N N J a O<0 . J O a. D c 0m a < 1 3 m �J J a< 0 o 0 0 C m 0 a..OCO C O m y N D wN°)N O 3 pa pc-, a p' a O N a TG' j� a< O 0 p C /c o •0 o' %o v a< 'oJ 0 � DC J v' .a o a d <.n. N CU .7.0. p n D. -N :6 a < mc m m m m �Jm? oo v"J m d o d �N 0- a o f = D a o ,c O.N N m ° m no mo (ll O 2)m O CD m a 7' a° a C U (O p,p 0 2 a 0 O' Z co .. D a 0 J 7 — C N O. ' N (D C 0 0 @ 7 "N G O C g D . C y O N. 7 a N a `N, .J f J 3 3 c - 7,- ,v, 0 Q J- N 5 O y J n -O -' O .0 O D a < D 4) O N F N J a(g 0•�n co O iv`< 0. -O (D J c < (m C 6 D 0 ' 7 Q O n C -D co 'O 7- d,< N q i v,O - a-O f - O n f0 a J 0 FE,al m o y O &I J m O O 0 -<Q s. < 2 0 5.J m m o - m c c' 00 a m o 9.7 m a 3 J 61 o N 1< ^ �' o m °- —61 N 4 N 0) ° f i O ^ N a a o O ? o m N ■f 1 2 3 a 9, o o c m m (D e 0 m . . x < m m 0 m a m a 3 m J 0 CO f oo 0 0 o m'o _-. . 3 m v O w m m j(o fi ot J o a S cw a 0 E d - a 5 o c ° y m n %m J o mp f Q 3, 0 - Z 0< O CD N