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604 TIMBER BRIDGE LN - TRUSS " SHOP DRAINING RFC ** BEARING HEIGHT SCHEDULE the shop drawings to which this stamp is aff+.ed ;.,.,e been reviewed compliance with the design intent ca the.. structure!: ^'nnone,r-Ing prepared by 10t 1-1/8'I and the Prole7.s1'1+.,t;; Engine P•! 'dent! c:^ below. This acknowledgment does net lessen the '.)ciegetec Engine is responsi it:es associated with the preparation •;t spin document-, nor re!' •ve him Or er from errors or omissions within the same. 20' 7" PPROV 9 0 APPROVED AS NOTED 0 NOT APP OV D 41- 100 ■■/ . E,�' , .• 12-09-00 160500 12-09-00 ∎�.•.�. •• �.�.�• �:�4 19 5-1/8" / j. 1 co °.-_ 720T • tt0 ,. i Ao i \ – '6111` I 8 8 2-C 3-05FfLE C' GY 11 . ,......,„ , 4. _ : : . . Li , 1 I -- -- .-;T38:.. :: v 3 .-00 00 41 5-00-00 i E20 ® ,e103 .� NOTES: 5 00 00, •+ --_ 1 I _ I §803 c •)REFER TO HID HI(RECOMdENDATION5 FOR•I: t _ _ _ HANDLING INSTALLATION AND TEMPORARY BRACING.) - % tc REFER TO ENGINEERED DRAWINGS FOR PERMANENT ` .. ~ BRACING 1∎-• tt- '.t- 1- 1- i1- _- ; 103 o REQUIRED. A- r r -F � � :A- ?� 0 O GRE is - 03 ALL TRUSSES(INCLUDING E COMPLETELY - — p R1155E5(PJC TRUSSES UDDER I; . .•t . i - U i .w DECKED OR REFER TO DETAIL V705 FOR _. ......_. :I " :: = u 02 vr ALTERNATE RACING REQUIREMENTS. • 1 1. I I NM 3)ALL VALLEYS ARE TO BE CONVENTIONALLY - 1 I :14�737 FRAMED BY BUILDER. il j 4)ALL TRUSSES ARE DESIGNED FORT o.G:' 0 ^1m a /t ,o n IN le e !off o^ ; 2-C8-00 MAXIMUM SPACING.UFLE55 OTHERWISE NOTED.II"N N Y N ' H F f 1 W W -------,--------„_ _~... ,�,�.�. __� 5)ALL WALLS SHOWN ON PLACEMENT T27 i PLAN ARE CONSIDERED TO BE LOAD i o BEARING U1LE55 OTHERWISE NOTED. 801 y 6-00-0 6)5742 TRUSSES MAT DE INSTALLED -I WITH THE TO?StI G UP. am . ) 0 DE ?)BEAMMEADER/LDSTEL(tVR 7 --:,- .,,;,,,,,,,,,,,,,,,,,;,,,,,,,, s FURNISHED BY BUILDER. 0 T18 i ▪ I A co i O A I A 0 Builders • T17 FirstSouroe 716 Jacksonville 11-05-00 9-09-08 9-03-00 , 11-05-08 PHONE 904-772-6100 FAX c104-772-1973 41-11-00 1 Tampa PHONE.813-621-9831 FAX:815-628-8456 Freeport PHONE:850.835-4541 FAX.550-535-6535 N.ALDEP. Holder Johnson LEO ADDIE5I 169 Atlantic Bch Country Club 6./AL Ictnitt'. Custom 161 OF DAIS CtAAB` er111*11 telnntti 4/24/15 DP5 656960 U S E F F F 0 D U G T # I c) 1630 , 2 - 1630 , 10 667J950 ii0" °t1t '`656960 Li d 41-11-00 , 12-09-00 , 16-05-00 12-09-00 .. .N-r IN N Ni ;:N !.N In Ifl Ill of IA IA IA N u v t t ',t i0 ':it 'N �. • r r 'I- if r F I- � I- r r -r r r Hf ,r F IF r ':'r 'r ; i A K. ii o s a i G o = _ O , _ € O I ILG-Ia J o _U _--tr`V V II o • co � j g M oo q o 0 .. i ", ob I MIN• •. 1 �N N IN jN !N O I:[ •• LL LL :-LL :ILL ;LL ILL I o._.„.._____\\:••• 1 • LL I I ' EJ04 i 1 p03 O o u c in 003 4, ..4 'N N `N !N 1114 r; I •I HI 11 in I. .4 10 o � o .o o !0 HE 0 10 0 ,$ $ n -n In n N 74 0 031 1 LL LL iLL LL LL LL !LL LL ILL ILL : O• ;! O' F�13 i IA i •O I' 'D T22 i ' [i-is I p�� 20800 : 3 LL LL LGRI I I I' OD i LL 'I N o o o o 'o r ! f : CO p :: p • FG01 G05 / 1 \ _ ", __ _ O 1 0 4 T03 O T03 O 0 O T02A 0 N N pJ p� p� TO2A '8 0 0 O 8 8 9 C 2 9 O or I-o T02 0 0 T02 A T02 -- TOS _.___._ 20-10-00 1 21-01-00 41-11-00 vIT : FLATE APPROVAL # ' (7 21g7 . 2 - 21g7 , 4 , WLYLFH — August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 I II I ® MiTek Industries,Chesterfield,MO Page 1 of 1 =ED Note:T-Bracing/I-Bracing to be used when continuous lateral bracing 0o is impractical.T-Brace/ I-Brace must cover 90%of web length. • UVf j-\ 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 all S acin for One-Ply Truss-- F 1 lt:"-3 enny „ , 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 12x8 T-Brace 12x8I-Brace Nails Brace Size for Two-Ply Truss k Specified Continuous k Rows of Lateral Bracing • SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace k 2x6 2x6 T-Brace 2x6 I-Brace WEB 2x8 2x8 T-Brace 2x8 I-Brace k — T-Brace/ I-Brace must be same species k and grade(or better) as web member. • T-BRACE i••••••••• • \\\%fill///. \��\\ CJ i// ;� \�,J�'•GENSF .�x',• •Nails Section Detail - * • Ni 34869 * _ \ — � 1 `.;I w _ riT-Brace =� 6/22/11 iL �� STATE OF Web .� �COR%O `?■ •Nails 0111110° 1109 COASTAL BAY ie. BOYNTON BC, FL 33435 Web A I-Brace Nails 39 JANUARY 1, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL SP 7 1 II 1 ® MiTek Industries,Chesterfield,MO Page 1 of 1 . =01 _ NOTES: 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER r ,==== AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND W 1==== EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. L_o 0 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek Industries,Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THREE END DETAILS SHOWN BELOW DIAM. SYP DF HF SPF SPF-S O .131 88.0 80.6 69.9 68.4 59.7 z O .135 1 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY to .162 1 108.8 99.6 86.4 84.5 73.8 • a) O• .128 74.2 67.9 58.9 57.6 50.3 o .131 75.9 69.5 1 60.3 59.0 51.1 SIDE VIEW N 148 81.4 74.5 i 64. 6 63.2 52.5 3 NAILS 4 NEAR SIDE • VALUES SHOWN ARE CAPACITY PER TOE-NAIL. El NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. FA, NEAR NEAR SIDE EXAMPLE: (3)- 16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3(nails)X 84.5(lb/nail)X 1.15(DOL)=291.5 lb Maximum Capacity ANGLE MAY` ' ANGLE MAY ANGLE MAY VARY FROM VARY FROM I VARY FROM 30°TO 60° 30°TO 60° 30°TO 60° 45.00° 45.00° 14 -7/ -7- •' 45.00° \0\11111111!////os S.K.\\\)\>•.**,ENSF .��'. i • N% 34869 ••* _-u I li,1 cc .7..- 7 W 6/22/11 LU;STATE OF FLORiON..�G•\\\ /11111110`` 1109 COASTAL BAY I BOYNTON BC, FL 33435 ' M LID r— FEBRUARY 14, 2012 STANDARD PIGGYBACK ST-PIGGY-7-10 TRUSS CONNECTION DETAIL MiTek Industries,Chesterfield,MO I II I �n I MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E l ' 1 [II? I MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24 O.C. oo I CATEGORY II BUILDING , 1 oo EXPOSURE B or C A U -D ASCE 7-10 ul\v/IJ 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 F WITH(2)0.131"X 3.5'TUE NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. A UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) 0.131"X 3.5"NAILS EACH. D-2 X_X 4'-0"SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE.CENTERED ON IL INTERSECTION,WITH(2)ROWS OF 0.131"X 3"NAILS @ 4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH � • DIRECTIONS AND: �� ��� 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR I—®ii��l♦®�I-11111/�C, 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM ■. ',0I' 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 1.5"PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) l— B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: N�I�-..., .�,.�,`I I'REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE __-...,...-=-2..-_-_,.,.-----...:.TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER \-� �� ..., , \� , NOTE ID ABOVE ,/ ,\ \`� I� / t\ / 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 X 1. "PER MEMBER. permanent bracing per standard engineering practices or ``\ ,\ EACH FACE OF TRUSSES OPPOSING AT SI O.C.W/S N 131 5 refer to BCSI for general guidance on lateral restraint �/�\...* . STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. i 9 9 ,.�, and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED \\\� 1 t 1 I I I f/,�i/// EXTEND THROUGH `\\ 135.......•K. ////� BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: \_` OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS � ,J�'.. \CENSF 'Z. MUST MATCH IN SIZE,GRADE,AND MUST LINE UP - i . AS SHOWN IN DETAIL. * •.• 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF = NI 34$6)9 TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH _ VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) i I l`•l LLl•(MINIMUM 2X4) 3/ 9/12 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM O CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW STATE OF .• a ,� BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS ■ F�ORIDP \ GREATER THAN 4000 LBS. /i \. ig 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, /// S� ��\\ P NUMBER OF PLYS OF 5) CONCENTRATED LOADIMUST BE APPLIED TO BOTHH BASE TRUSS. ////1I NIA``\��\\ THE PIGGYBACK AND THE BASE TRUSS DESIGN. 1109 COASTAL BAY BOYNTON BC, FL 33435 ', yI FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 MiTek Industries,Chesterfield,MO Page 2 of 2 I o i ® ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD ..=11 ID Trusses @ 24" o.c. i= n HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. Livr (SEE SECTION A-A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek Industries, Inc. Roof Sheathing TO BLOCKING WITH(5)-10d COMMONS. Max. 1'IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR IIii NAIL LF AB TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURLIN W ITH 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 WITH TWO 16d NAILSE A O FO STEN PURL N TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace I PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points SUPPORTING THE BRACE AND THE TWO TRUSSES if needed ON EITHER SIDE AS NOTED. TOENAIL BLOCKING / ATTTACH DIAGONAL(BRACE OIB OCKING W TH (5)-10d COMMON W IRE NAILS. End Wall , .�_vw�._�u •, 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 MEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6"O.C. -FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)NAIL ALL / MEMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) 0 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 11 VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. 051 i . ►: AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST STRUCTURAL BE PRESENT TO PROVIDE FULL LATERAL SUPPpp FT�BQ THE BOTTOM GABLE TRUSS libi■ CHORD TO RESIST ALL OUT OF PLANE LO``gqtQ3�tH S MINI HOWN "",� IN THIS DETAIL IS FOR THE VERTICA\S�WDS�CFISY.S•K /��,�/ si n — .` \ •�J ��CENSF `. 1111111 NOTE:THIS DETAIL IS TO BE USED ONLY FOR * ' N,, 34H69 'STRUCTURAL GABLES W ITH INLAYED 1 =STUDS.TRUSSES WDITHOUTINLAYED /STUDS ARE NOT ADDRESSED HERE. _73 I I % O 3/29/12 STATE OF STANDARD I FLORIDP •• CjGABLE TRUSS � , Sl/'••••••••' �/ 7ONIL, 1109 COASTAL BAY � " BOYNTON BC, FL 33435 • • y TECHNICAL BULLETIN eve April2010 by Weyerhaeuser Bulletin TB-300 Table 2A: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (Ibs)111 Fastener Type Hanger Wood USP WS Simpson SDS Beam Configuration Screw Type Length #Screws #Screws 2 4 6 3 2 4 6 1 8 FACE 131 31/2' 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) 3'/z" 720 1,435 2,155 2,870 1,020 2,040 3,060 4,080 3'/2"+13/4" FACE 3W - - --- (51/4" Beam) TOP(4) 3W 720 1,435 2,155 2,870 1,020 2,040 3,060 4,080 3'/2"+13/4" FACE/ 3W 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 (51/4" Beam) TOP 131 • FACE(2) """ 1.055 2,110 3,165 4,220 1,360 2,720 4.080 5,440 4-ply 11/4" 7" Beam) 1 ( ) i • TOP 121 6"(5) 705 1,405 2,110 2.810 905 1,815 2.720 3,625 FACE 131 3%" 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 2-ply 11/4"+31/2" 6'45) 2,110 4,220 6,325 8,435 2,720 5,440 8,160 10,880 (7" Beam) TOP(2) 3W 640 1,275 1,915 2,550 905 1,815 2,720 3,625 es) 705 1,405 2,110 2,810 905 1,815 2,720 3,625 2-ply 31/2" FACE/ 6"15) 1,055 2,110 3,165 4,220 930 1,860 2,785 3.715 (7" Beam) TOP 121 2-ply 13/4"+ 31/2" FACE/ 6"(5) 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 (7" Beam) TOP 131 FACE(4) 6"`r 1,055 2.110 3,165 4,220 930 1,860 2,785 3,715 2-ply 13/4"+ 31/2" (7" Beam) 141 TOP 6"'' 705 1.405 2,110 2,810 905 1,815 2,720 3,625 51/4"+ 11/4" FACE/ , (7" Beam) TOP 131 3/2„ 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. 5. 6"SDS or WS screws can be used with Parallam®PSL and Microllam®LVL,but are not recommended for TimberStrand®LSL. Page 2 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 Pone is a trademark of Weyerhaeuser NR.®2010 Weyerhaeuser NR Company.All rights reserved. `I 3 ■ • y TECHNICAL BULLETIN eve April 2010 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 hangacconditions 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 Specifier's Guide(#TJ-9000)for required connections for uniform side loads. Bolt or Wood Screw Connection Details • 1/2"bolts-9/16.'0 maximum holes • 3/4"bolts- 13/15'0 maximum holes °°: • Lead holes not required for wood screws H N Conc.Load Conc.Load m m Conc.Load Conc.Load 1461 o `o N('1 l/ a / 0 0.\ / • w� • • / • N * • - • 00 • 2' Max ` (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener Pattern Pattern Pattern Pattern Min.Beam Depth: Min.Beam Depth: Min. Beam Depth: d=7'W for%"o bolts d=9'/:'for%"or bolts d= 11%"for%"a bolts d=9%"for'/:"a bolts d=14"for'/."o bolts d=16"for'/."m bolts Conc. Load Nailed Connection Detail E '� *STAGGER NAILS TO • / PREVENT SPLITTING • • • • • Ira • " 16d Sinker(typ) 1 s 9" (0.148"x 3W) Typ. I I (+/-1") LL6 l Pattern 12 Nail Nail Pa Pattern 18 Nail Pattern Page 4 of 8 24 Nail Pattern CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com Weyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved. L4L4 ■ 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 Microllame 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.) 1" • J L • .1 L J L J L A L JI . L • Additional 3-1'/." x 14" Microllam® LVL Beam, Flush Connection 4— Required for — -- Concentrated Face Mount Hanger with 5,000 lbs Reaction Load L 2- 1%" x14" Microllam®LVL 14" Floor Joists @ 24" o.c., Typ. Beam, Flush 4'-0" 15'-0" Partial Framing Plan Page 6 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com w w Weyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.62010 Weyerhaeuser NR Company.All rights reserved. Ls ■ • � � l1r/N1Ir TCrLJAIIrtN A 1 X111 1 CTIA, ? 1It Tin ,Forte MEMBER REPORT Level,Floor:Flush Beam ) 3 PIECE(S) 1 3/4" x 14" 1.9E Microllam®LVL PASSED j Overall Length 15 1 r l i - 15 1 11 El All Dimensions are Horizontal;Drawing is Conceptual Design Results Actual fp Location Allowed Result LDF System:Floor Member Reaction(Ibs) 7595©2" 7809 Passed(97%) -- Member Type:Flush Beam Shear(Ibs) ▪ 6837 a 1'5112" 13965 Passed(49%) 1.0 Building Use:Residential Moment(Ft-Ibs) • 25215(!;$4'11 7/8" 36387 Passed(69%) 1A Building Code:IBC Live Load Defl.(in) 0.356 •t T 1 13/16" 0.489 Passed(L/494) -- Design Methodology:ASD Total Load Defl.(in) 0.456 '7'1 718" 0.733 Passed(L/386) -- • Deflection criteria:LL(U360)and TL(L1240). • Design results assume a fully braced condition where all compression edges(top and bottom)are properly braced to provide lateral stability. • Bracing(Lu):All compression edges(top and bottom)must be braced at 13'15/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Total Available Requited Support Reactions(Ibs) Accessories Bearing Bearing Bearing Dead/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 i 3.50" 3.50" 2.33' 1164/4045/0/0 Blocking - Blocking Panels are assumed to carry no loads applied directly above them and the lull load is applied to the member being designed. Loads Location Tributary Dead Floor Live Roof Live Snow Comments Width (0.90) (1.00) (non-snow:1.25) (1.15) 1-Uniform(PSF) 0 to 15' 1' 100 0 400 0 0 0 0.0 10'Floor 2-Point(lb) 4' N/A 1000 4000 0 0 Location Analyses Shear(Ibs) Moment(Ft—Ibs) Comments Actual!Allowed!LDF Actual/Allowed/LDF 1-3' 6035/13965/1.0 19186/36387/1.0 BOLTS LEFT OF HANGER 2-5' 39/12569/0.9 25215/36387/1.0 BOLTS RIGHT OF HANGER Forte"'Software Operator Job Notes 3/252010 9:0221 AM iLeveM)Forter"v1.1,Design Engine:V4.8.0.1 Page 1 of 1 Page 8 of 8 CONTACT US • 1.888.iLevel8 11.888.453.83581 •www.iLevel.com Weyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.®2010 Weyerhaeuser NR Company.All rights reserved. 1�/ - 1V' 4 F 0 R T E y JOB SUMMARY REPORT 656960.4te oi:Level Member Name Results Current Solution I Comments 1 i Bmi Passed 2 Piece(s)1 3/4"x 16"1.9E Microllam®LVL Bm2 Passed 2 Piece(s)1 3/4"x 16"1.55E TimberStrand®LSL Bm3 Passed 2 Piece(s)1 3/4"x 16"1.55E TimberStrand®LSL r 111! copy Forte Software Operator Job Notes 4/24/2015 2:13:10 PM D.Philip Shoemaker Forte v4.6,Design Engine:V6.1.1.5 Builders FirstSource 656960.4te (904)680-6272 i Oxlip shoemaker @bldr.com Page 1 of 4 I I Lf '_ T E MEMBER REPORT Level. Bm2 PASSED T 2 piece(s) 1 3/4" x 16" 1.55E TimberStrand® LSL e Overall Length:6 2 0 + 1 + c -- o ■ 620 1 El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual ig.Location ' Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 4192 @ 6 0 0 5206(3.50") Passed(81%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 5140 @ 1 7 8 11573 Passed(44%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 8265 @ 1 10 12 28178 Passed(29%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Dell.(in) 0.034 @ 2 11 0 0.194 Passed(1./999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Deli.(in) 0.047 @ 2 11 0 0.292 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:U.(1/360)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 6 2 0 o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Loads to supports(lbs) Supports Total Available Required Dead FlLoor Total Accessories 1-Column-SPF 3.50" 3.50" 2.63" 1848 4823 6671 Blocking 2-Stud wall-SPF 3.50" 3.50" 2.82" 1173 3019 4192 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live j Loads Location Width (0.90) (1.00) Comments 1-Uniform(PSF) 0 0 0 to 6 2 0 1 0 0 12.0 40.0 Residential-Living • Areas 2-Point(lb) 1 5 12 N/A 1490 3983 Bm1 3-Uniform(PLF) 1 5 12 to 6 2 0 N/A 122.0 326.0 Fit 14-Uniform(PLF) 0 0 0 to 6 2 0 N/A 126.0 338.0 F10 A. Weyerhaeuser Notes 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 1 I Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. I(www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/24/2015 2:13:10 PM D.Philip Shoemaker Forte v4.6, Design Engine:V6.1.1.5 Builders FirstSource 656960.4te (904)680-6272 I philip.shoemaker @bidr.com I Page 3 of 4 1..._._ L ) �:L� -_ F!LE COPY JULIUS LEE PE. --. =— j, _ RE: 656960- '41411M011- " 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: Holder Johnson Project Name: 656960 Model: Custom Lot/Block: 169 - Subdivision: Atlantic Bch County Club - - - Address: Timber Ridge Ln. City: Atlantic Beach State: Florida Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: Woodward, Elizabeth A., PE License#: 61947 Address: 9719 Heckscher Dr. City: Jacksonville State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 Wind Speed: 130 mph o v" 1' r3 P P Floor Load: 55.0 psf Roof Load: 32.0 psf v, .4 j X q r-," O This package includes 65 individual, dated Truss Design Drawings and 0 Additional Drawings 7- o ce With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and it irktix shut conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.z a n 2V, Q This document processed per section 16G15-23.003 of the Florida Board of Professio?a s �t j sQ E, c In the event of changes from Builder or E.O.R. additional coversheets and dr *a .Occor>g this coversheet. The latest approval dates supersede and replace the previou r g., Truss Name Date Truss Name Date v No. Seal# No. Seal# �'o c o � p 1 ,19695444 EJ01 _4/24/015 18 119695461 F10 4/24/015 a ? y c E Lii 2 19695445 EJ02 4/24/015 119 1 19695462 F11 4/24/015 u u 20�q, 0 3 19695446 EJO2A 4/24/015 120 1 19695463 F12 4/24/015 0 o o,v o `m c Z 4 19695447 EJ03 4/24/015121 119695464 FG01 4/24/015 z a y c c 2..c 5 19695448 EJ04 4/24/015 122 19695465 FG02 4/24/015 y o v n.; C) 6 19695449 EJ05 4/24/015 123 19695466 FG03 4/24/015 ..3' L o a £ 7 19695450 EJ06 4/24/015 124 19695467 FG04 4/24/015 Q t c r 0 8 19695451 EJ07 4/24/015 125 19695468 FG05 4/24/015 d c u 3 E` Q 9 19695452 F01 4/24/015 126 19695469 T01 4/24/015 0 ;°' a u 10 19695453 F02 4/24/015 127 19695470 T02 4/24/015 = 2'15 4/'-'m g 11 19695454 F03 4/24/015 128 19695471 TO2A 4/24/015 CO a.c eo y u O 12 19695455 F04 • . 4/24/015 X29.- 19695472 T03 4/24/015 Y 13 19695456 F05 4/24/015 130 19695473 T06 4/24/015 a N u g W 14 19695457 F06 4/24/015 131 19695474 T07 4/24/015 u .E_` 0 15 19695458 F07 4/24/015 132 19695475 T08 4/24/015 t■ % T a. a ', 16 19695459 F08 4/24/015 133 19695476 T09 4/24/015 '^n 3 0 o a vE on Q 17 19695460 F09 4/24/015 134 19695477 T10 4/24/015 t o u " E The truss drawing(s)referenced above have been prepared by MiTek ��\� �i�� • Industries, Inc. under my direct supervision based on the parameters \' \ ....•• S.K '�i provided by Builders FirstSource(Jax). - .�y' NSF'<���� Truss Design Engineer's Name: Julius Lee * o •869 4 • ' ~_ My license renewal date for the state of Florida is February 28,2017. -0 i / 1 t - NOTE:The seal on these drawings indicate acceptance of ;0 `w ••(% •, STATE OF professional engineering responsibility solely for the truss . , . G∎ . components shown. The suitability and use of this component %, F�oRiOP.• ' for any particular building is the responsibility of the building �"7'1QNA1- �\\� designer, per ANSI/TPI-1 Chapter 2. _ �i/i i i i i i t to'pril 24,2015 1 of 4 Julius Lee ' lob Truss Truss Type Qty Ply 19695444 156960 EJ01 Jack-Open Truss 2 1 • Job Reference(optional) Builders FirstSource, Jadtsonvdle,Fl 32244 7.350 s Sep 27 2012 MTek Industries,Inc. Fri Apr 24 14:28:46 2015 Page 1 2 0 0 IDwCDOscCGWn 2-11-0 nSvuYyWAzb-vHOggTDtVHwpfAGUaBUbdpB51FNbjch7UNWolQNU_F 2-0-0 I 2-11-0 . . 01_` Scale=1:18.4 /fit 7.00 12 n ._. 9n • 3x5 % -1--p , r0� II 1111111111111111111.,_ 1 1� '/ 5 4 2x4 I I 3x4= 1 I 2-11-0 I 2-11-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 19 Ib FT=20% • LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=211/0-3-8 (min.0-1-8),3=20/Mechanical,4=14/Mechanical Max Horz 5=131(LC 12) • Max Uplift 5=-87(LC 12),3=-34(LC 12),4=-45(LC 12) \\ x 1 11 I III/ // Max Gray 5=256(LC 2),3=34(LC 21),4=42(LC 3) \ // . �v.................n �% FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ♦f\\\ � /TOP CHORD 2-5=282/202 ` tC • ��/�NOTES (6-8)1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;Encl., * ...fff. 34869 • * r 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 . 'A•}]_�. ( Ce 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `• 0 • �V.•.... — 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 U will fit between the bottom chord and any other members. STATE OF . _▪ �\ 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 87 lb uplift at joint 5,34 lb uplift at joint 3 and 45 lb uplift at joint 4. ' s•••.• .ORIO -`0 ss 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ' • - /// S� ^ (\;\\\� 6)This manufactured product is designed as an individual building component.TPI 1 The referenced and use the building his component for any /7//lOj f 1 11-1`1- `\ particular building is the responsibility of the building designer per 7)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 8)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard ApliL24,201 I ■ • 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 paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage.dehvery,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,Madison,WI 53719. - . 51 Job Truss Truss Type Qty Ply 19695446 156960 • EJO2A JackClosed Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 Mire*Industries,Inc. Fri Apr 24 1428:47 2015 Pagel S -2-0-0 ID:wCDOs4-WnBXZVAVpnSvuYyWAzb-NTa22GGb2gHKrg7s?g90kHJehdS3LHjtg3KmzNU_E 2-0-0 I 44-3-11 I 5-0-0 0-8-5 I Scale=1:20.5 — 3 4 II - 455 i� 7.00 12 ' 2 = ,J I1 C. 5 1 2x4= 3x4 = I 5-0-0 I 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.03 2-5 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.05 2-5 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 5 rVa n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 26 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=104/Mechanical,2=248/0-3-8 (min.0-1-8) Max Horz 2=174(LC 12) Max Uplift 5=81(LC 12),2=143(LC 12) . \\\``I III i(1//y/, Max Gray 5=122(LC 2),2=299(LC 2) `` {( FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ��`\ v� .//, NOTES (7-9) •-.. ,,`,N)- .>CENS�..C�� 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=1Bft;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 - / ,,,s 34869 shown;Lumber DOL=1.60 plate grip DOL=1.60 — �� J 2)Provide adequate drainage to prevent water bonding. -_D / / �}]`Q. : Ce 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. = 16tO. . 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 �� LLj will fit between the bottom chord and any other members. STATE OF 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 81 lb uplift at joint 5 and 143 lb uplift at •F • ' joint 2. ,0 •••—1-ORION ••'`0 �∎ 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. //� S/ •••• �\\\� 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any /1/// N Al- 0\ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ///I 1 1 1 1 I\ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard April 24,201: A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11=1473 BEFORE USE. - ' - Design valid for use onlywilh-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 ANSUTPH Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,Nt 53719. 5A lob Truss Truss Type Qty Ply 19695448 156960 , EJ04 Jack-Closed Truss 1 1 Job Reference(optional) Builders First Source, Jacksonv8e,Fl 32244 7.350 s Sep 27 2012 MTek Industries,Inc. Fri Apr 24 1428:48 2015 Page 1 ID:wCDOscCGWn8XZVAVpn5vuYyWAzb-rg8QF9E81uAXuUQshZX3iEGS321gBWeQyXQdsCzNU D a I -2-0-0 I 2-11-11 5-0-0 — 2-0-0 2-11-11 I 2-0-5 1 4 Scale=1:16.5 3 .. 4x5 • T2 r, •II 7.00 12 N 2 'I a — l • '/ 5 1 2x4= 3x5 = I 5-0-0 I 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 • TC 0.37 Vert(LL) -0.03 2-5 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.05 2-5 >999 180 BCLL 0.0 • Rep Stress Ina' YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:25 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=104/Mechanical,2=248/0-3-8 (min.0-1-8) Max Horz 2=136(LC 12) Max Uplift 5=-63(LC 9),2=153(LC 12) \\ 0111111/of/ / Max Gray 5=122(LC 2),2=299(LC 2) \``C G� FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �\�\`�v— v /////■ V \CENSF •• NOTES (7-9) ..• 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;Encl., - *• *. GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions / a 34869 - shown;Lumber DOL=1.60 plate grip DOL=1.60 — / f ♦ _ 2)Provide adequate drainage to prevent water ponding. 7. 73 .44 ►n•J`�. ( Ce 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `N v�J*... 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� •. will fit between the bottom chord and any other members. - STATE OF ��. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 63 lb uplift at joint 5 and 153 lb uplift at •• F • joint 2. S •.,LORIQP •••\0 �s 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /j� S� A �\��� 7)This manufactured product is designed as an individual building emponTnl 1 The suitability bed and the building this component for any 1,//0 NIA1-�\ \\\\\ building is the responsibility of the building designer 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard April 74,2011 ■ f A WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 BEFORE USE. - Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. , Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability 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 ANSVTPt1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available front Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 53 i lob `Truss Truss Type Qty Ply 19895450 158980 r EJ08 Jack-Open Truss 2 1 Job Reference(optional) BuWets FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MTek Industries,Inc Fri Apr 24 14:28:49 2015 Page 1 ID WCDOscCGWn8XZVAVpn5vuYyWAzb•JsioTUFmoCIOWd?3FH2IFRpi9SPxwzLaAB9APfzNU_C I 2.3-5 I 4-0-0 I 2-3-5 1-8-11 Scale=1:17.2 . 3 7.00 ' i n 2 B1 4x5 = rV 1 < h g -/ '/ LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.03 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.01 2 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 18 lb FT=20% LUMBER BRACING TOP CHORD 2x8 SP 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=109/0-3-8 (min.0-1-8),4=9/Mechanical,3=99/Mechanical Max Horz 1=112(LC 12) Max Uplift 1=-34(LC 12),3=-105(LC 12) Max Gray 1=129(LC 2),4=26(LC 3),3=134(LC 21) \\\\01111110, //, FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. `\\-` \.\S S.k' /, NOTES (7-9) • J� \CENS .� i F' . 1)Wind:ASCE 7-10;Vult--130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl., i GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions * •• shown;Lumber DOL=1.60 plate grip DOL=1.60 ! • 34869 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide — .��' 'AA•}j`�. will fit between the bottom chord and any other members. LJ'• 4)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify .- 4.. . (v capacity of bearing surface. STATE bF 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 34 lb uplift at joint 1 and 105 lb uplift at • joint 3. FCORIO •' �� � 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. s1/45, ••• \��\ 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any //// O N A1- \\ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. /1 1 1 1 1 1 1 1 1\\‘\ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard April24,201: I 1 A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. -•Design valid for use only-with MiTek connectors.This design is based-orrtylgorr parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1PI7 Quality Criteria,DSB-89 and BCSl1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 53719. lob Truss Truss Type Qty Ply 19695452 156960 r F01 GABLE 1 1 Job Reference(optional) Builders FrstSource, Jacksonville,Fl 32244 - 7.350 s Sep 27 2012 MTek Industries,Inc Fri Apr 24 14:28:50 2015 Page 1 ID:wCDOscCGWnBXZVAVpnSvuYyWAzb-n2GBggGOZW0F8naFp ZXnlMsmslNK/1jPrvjxSzNU_B .._%s.= - _ Scale=1:31.0 ems - 3x3= _' a . - 3x3 = 1 2 3 4 _.5 6 ' ? 72' Ti 8 *!,! 'ii''''':: 10 ." 11 . 12��,4 13 14 v II '- Y V i •i i i i •i 4•i 4 i;ZIWC..a ::414'1V151 .2...���∎zi.:,(07.:47::.:Mwati1: ,2:41 .1311��1=4 . 743.1111: 1 • 28 27 26 25 24 23 22 21 20 19 18 17 16 15 3x3 = 3x3 = I 1-5-4 i 2-10-8 1 4-3-12 1 5-9-0 I 7-2-4 I 8-7-8 193-7 6-11.61 11-4-10 I 12-9-14 I 14-3-2 I 15.86 I 17-1-10 I 18-6-14 I 1-5-4 1-5-4 1-5-4 1-5-4 1-5-4 154 0-7-150-7-15 1-5-4 1-5-4 1-5-4 1-5-4 1-5-4 1-5-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 15 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 83 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:27-28,15-16. REACTIONS All bearings 18-6-14. (Ib)- Max Gray All reactions 250 lb or less at joint(s)28,15,16,17,18,19,20,21,27,26,2.5,24,23,22 \\\,1)1 I I l///// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\\� \vS' S.K ///// NOTES ( 7-9) ■‘ ,J� iCENSF••."< 1)All plates are 1.5x3 MT20 unless otherwise indicated. i 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). _ / a 34869 4)Gable studs spaced at 1-5-4 cc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. _1 / ir� •• X 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. ='p b .. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any :- STATE Or ��� particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. �l '' ..- ORI 'P. � 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL /j//v�O A'Al- ��,��� LOAD CASE(S) Standard April 24,201: I l A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE. • - Design valid for use only with MiTek connectors.This design is based only upon parametes shown.anCis 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 supporl of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiltity of the Julius Lee PE. erector.Additional permanent bracing of the overal structure is are responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing.consult ANSIIWII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 CfOnofrio Drive,Madison,WI 53719. - -• • • 55- , lob Truss Truss Type Qty Ply 19695454 156960 r F03 GABLE 1 1 Builders FirstSource, Jacksonville,Fl 32244 Job Reference(optional) 7.350 s Sep 27 2012 MTek Industries,Inc. Fri Apr 24 14:28:51 2015 Page 1 ID.wCDOscCGWnBXZVAVpn5vuYyWAzb-FROAGOKpY51x9RMi4mKsu1kG5VOtKseVeHTXzNU A C - -4_•¢.- -- _.. emu- • 1 2 3 - 4 '—'• 5 Scale=1:10.6 Ii - 1.'°'t L ,,.......„_., ,._. 4 ST1 ST1 3T1 W1 Y El — 10 9 8 7 6 I 1-5-4 I 2-9-12 I 4-2-3 I 5-7-7 I 1-5-4 1-4-8 1-4-7 1-5-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.09 Vert(LL) rt/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) Na - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 25 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-7-7 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS All bearings 5-7-7. (lb)- Max Gray All reactions 250 lb or less at joint(s)10,6,8,7,9 \\\\,,V,i 1 I III I /////, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \�\ S S.K / ,// NOTES (7-9) N. . ) 10ENSF'`r., 1)All plates are 1.5x3 MT20 unless otherwise indicated. i 2)Gable requires continuous bottom chord bearing. - .* * r_ 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). r a 34869 4)Gable studs spaced at 1-5-4 oc. r 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. — -u ./. / *)� � cc 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. wV.... Strongbacks to be attached to walls at their outer ends or restrained by other means. -- It• . 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any STATE OP i particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. F •�� 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 451 •.,-OR.. P'. -N. 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL �j7/v�O N^ \\� LOAD CASE(S) Standard ■ ///it1I1110 ApriL24,201: I a A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. - '• T Design valid for use only with MiTek connectors.This design isbased-onty upon parameters shown:-and is for en-individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary tracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Bay fabrication,quality control.storage,delivery.erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beath,FL 33435 Safety Information available front Truss Plate Institute.583 D'Onofno Drive,Madison,VA 53719. _ 5L, lob Truss Truss Type Qty Ply 19695456 156960 F05 Floor Truss 5 1 Job Reference(optional) Builders FtrstSource, Jadisonvtk,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:28:52 2015 Page 1 I DwC DOSCCG WnBXZVAVpnSv1NyWAzb-jROx5 W He57gyN5kdwPb?s4R4JfHj7Fm0t90g0zzNU_9 1 11-30 I 1 21-7 1 1 1-9-0 1 =wic. fi _ ^-' -7-- 4.',....4., Scale=1:36.6 T- tk - -_ `04garmMq :. ^'R 3x4= 3x4= 1.5x3 I I 1.5x3 I I " 355=v 5 1 3x8 F P= 1.5x3 I I 'R'- ' - .F '� 4x4= 1 2 3 �4 5 6 7 8 9 10 11 12 13 .A.&o.. pp,,,T,\N=imNks‘f./Aiwwifil l' 3 ILNrAll&IIII. ... . OVA _4 .4 27 26 25 24 23 22 20 19 18 17 16 1 14 1.5x3 I I 3x4 = 3x6 FP= 3x4 = 1.5x3 I I 3 x 4 = 1.5x3 I I 3x4 = 2x4 I I 4x4= 20-11-15 1 1-4-8 1 8-8-15 I 10-0-11 1 11.4-7 I 17-1-7 I 19-7-7 1 20-11-3 1 b..8-r 1-4-8 7-4-7 1-3-12 1$ {r 12 5-9-0 2-6-0 1-3-12 0 g 0-0-12 Plate Offsets(X,Y): 1 12:0-1-8,Eddel,113:0-1-8,Edgel LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TO 0.55 Vert(LL) -0.07 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.10 17-18 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.02 15 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 110 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 27=502/Mechanical,21=1194/0-3-8 (min.0-1-8),15=1598/0-3-8 (min.0-1-8) Max Gray 27=523(LC 14),21=1195(LC 3),15=1616(LC 4) \\\\\I I( III///// / FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �\is 1 S S•K. /// TOP CHORD 1-27=-522/0,1-2=-452/0,2-3=-994/0,3-4=-994/0,4-5=-994/0,5-6=-292/58, ♦ _\\� .• . /, 6-7=-355/159,7-8=-355/159,8-9=-1054/0,9-10=-1054/0,10-11=-893/36,12-13=0/382 ∎' 1GENS$.•••.� % BOT CHORD 25-26=0/850,24-25=0/994,23-24=0/732,22-23=-453/0,21-22=-453/0,20-21=-453/0, 19-20=-70/797,18-19=0/1054,17-18=0/1054,16-17=-109/682,15-16=-382/0 ' WEBS 6-21=-1144/0,12-15=-716/0,1-26=0/614,6-23=0/658,2-26=555/0,5-23=-657/0, _ * r e 34869 • 5-24=0/473,12-16=0/717,6-20=0/650,11-16=-694/0,8-20=-668/0,11-17=0/292, -- �r 8-19=0/485,13-15=-1000/0 -. .,../iii ( X - NOTES (6-9) �� • 1)Unbalanced floor live loads have been considered for this design. • STATE OF .` •� 2)All plates are 3x3 MT20 unless otherwise indicated. • 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. . �1 •••.AZ ORIO r• ••\G ■ • 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. /// ' � • ••• c`\\\ Strongbacks to be attached to walls at their outer ends or restrained by other means. /1///0111110 O iv Al- ��� 5)CAUTION,Do not erect truss backwards. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 7)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 8)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 9)Use Simpson LUS46 to attach Truss to Carrying member LOAD CASE(S) Standard 1)Floor.Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pi) Vert:14-27=-10,1-13=-100 Concentrated Loads(Ib) Vert:13=944 April 24,201: • 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. • -• - -..a- • - Appbcability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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 fabncat,on,quality control.storage,delivery,erection and bracing,consu8 ANSVTPII Quality Criteria,DS13-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onohio Drive.Madison.WI 53719. 51 lob 'Truss ' Truss Type Qty Ply 19695458 158980 F07 Floor Truss 5 1 Job Reference(optional) Builders FirstSouree, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MTek Industries,Ina Fri Apr 24 14:28:53 2015 Page 1 ID:wCDOscCGWn 8XZVAVpn5vuYyWAzb-BdxJ I slGsRop?FJgU66EPH_Fo3Zkse 195p70YQzN U_8 0-1-8 H I 1-3-0 I I 1.6-8 I i 0-9-15 I • Sole=1:28.6 v!a ,*a. l . . . pr-" ?s h• itw4x4 = s •. 1.54 = 1.5x3 II 3x6 II 6x8= 2x6 II 24 II 6x8= 1 2 - 3 4 5 6 7 24 8 9 10 11 T1 - �\ /..\ /"IIIIM' i���` ttttttt' i∎mma ��ttitttttttttttt�923 •• 1f/ �t ,ffiS ii I l 4 .1 ii S 8 . �� 21 20 19 18 17 16 ,a� 14 13 12 4x4 = 1.5x3 II 4x5 = 4x4 II 4x4 = 3x4 = I 13-4-4 I 17-2-15 I 13-4-4 3-10-11 Plate Offsets(X,Y): [1:Edpe,0-1-81,19:0-3-0,Edoel,[10:0-3-0,0-0-01.[11:0-3-0,Edoe),[13:0-1-8,Edge1.[14:0-1-8,Edoel LOADING (psf) SPACING 2-0-0 CSI DEFL in (roc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.56 Vert(LL) -0.12 19-20 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.93 Vert(TL) -0.18 19-20 >872 240 BCLL 0.0 Rep Stress Ina NO WB 0.60 Horz(TL) 0.03 15 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:102 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except 6-0-0 oc bracing:15-16,14-15,13-14. REACTIONS (lb/size) 22=687/0-3-8 (min.0-1-8),12=483/Mechanical,15=2442/0-3-8 (min.0-1-8) Max Uplift 12=-74(LC 3) Max Gray 22=694(LC 10),12=689(LC 4),15=2442(LC 1) \\‘`‘``1cI I Id�I I///// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ��\\ v? v ////� TOP CHORD 22-23=687/0,1-23=-686/0,11-12=673/101,1-2=-670/0,2-3=-1551/0,3-4=-1787/0, ............,\\\,\_ " '-' 10ENSF C�� i 4-5=-1787/0,5-6=-1441/0,6-7=-1447/0,8-9=-4841317,9-10=484/317,10-11=-484/317 i BOT CHORD 20-21=0/1261,19-20=0/1789,18-19=011787,17-18=0/1787,16-17=0/1118,15-16=-816/0, • * •• * 14-15=-816/0,13-14=-317/484 r s 34869 J WEBS 8-15=-2432/0,1-21=0/862,8-16=0/1253,2-21=822/0,7-16=-1190/0,2-20=0/403, �� —I 7-17=0/493,3-20=-332/0,5-17=576/0,8-14=0/1155,11-13=-405/619,9-14=-654/0, -t- ' l r#�. • Ce 10-13=-404/185 `� �/VL!'•.... NOTES (7-10) • II .• 1(/ STATE 00 ■ 1)Unbalanced floor live loads have been considered for this design. ��- 2)All plates are 3x3 MT20 unless otherwise indicated. Sl6\/0.. ORIOP' ` G �� 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 74 lb uplift at joint 12. /// ��'\\\ 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. // N AL \ \� 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. ,'01 1 I I I 1 1 \ Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 10)Use Simpson LUS46 to attach Truss to Carrying member LOAD CASE(S) Standard 1)Floor.Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-22=-10,1-24=100,11-24=400 April 74,201: 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 MTek Connectors.This design is based only upon parameters shown;and iifor 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 gu.dance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIRPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beatdl,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 53719. - . • tie lob 'Truss Truss Type Qty Ply 19695460 156960 F09 Floor Truss 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,F132244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:28:54 2015 Page 1 ID:wCDOscCGWnBXZVAVpn5vuYyWAzb-ggVh WCJvdkwgcPu02gdTyV WUIT59bCpJKTtx4szNU_7 0-1-8 I-1 I 1-3-0 I I 2-1-8 I 3x3 = Scale=1:10.9 1 3x3 = 2 3x3 II 3 3x3 II 4 9 10 1.5x3 — 1.5x3= W2 • L1 ;.,. _ :--� ...dal: 3L1 \ 81 4 3x6 = 8 7 6 ' 3x6 = 3x3= 3x3 = I 5.7.8 I 5-7-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.01 7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.15 Vert(TL) -0.01 7 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010ITPI2007 (Matrix) Weight 34 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=289/0-3-8 (min.0-1-8),5=289/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 8-9=-284/0,1-9=-284/0,5-10=-284/0,4-10=284/0,1-2=-299/0,2-3=-299/0,3-4=-299/0 \\ \ i I I I I ///i/ BOT CHORD 6-7=0/299 �\1 OS S.k /// WEBS 1-7=0/372,4-6=0/372 �\ J� �(',EN$ ` •4..c.',,, NOTES (4-6) •V .••,• 1)Unbalanced floor live loads have been considered for this design. . * •• * 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. _ ! a 34869 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. = r — Strongbacks to be attached to walls at their outer ends or restrained by other means. _- /'•/ / • EC _ 4)This manufactured product is designed as an individual building component. The suitability and use of this component for any `' ) Z particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 0 :• L,j 5)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. STATE OP • +- 6)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL \ 33435 � LORIO P \C, ■ • // t9/ •...... \v LOAD CASE(S) Standard /// O N Al_ \\NO "I/ III 1 \\ April 74,201; t, _ f A WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473 BEFORE USE. Design valki 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 ANSVTPI1 Quality Criteria,DSB-89 and BCS11 Building Component 1 Boynton Beach.FL 33435 Safety Information•available from Truss Plate Institute,583 D•Onofrio Drive,Madison,'Al 53719. 59 lob Truss Truss Type Qty Ply 19695462 556960 F11 Floor Truss 2 1 Job Reference(optional) Builders FirstSo rce, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MTek Industries,Inc. Fri Apr 24 14:28:54 2015 Page 1 ID:wCDOscCGWn8XZVAVpn5vuYyWAzb-ggVhWCJvdkwgcPu02gdTyVWMT ob6jJKTbr4szNU_7 0-1.8 H I 1-3.0 I I 2-1-8 1 - Scale=1:28.4 4x4 = 1.5x3= 3x4 = 3x3= 3x8 = 3x3 II 3x4= 3x4 = 4x4= rte ..,fit.• 1 2 3 4 T'.. 5 6 7 8 • 58 1i, tea. ■e ►i ■ .. i� �i _ se WA II ■e' ■V. ter. \/.�r• - 014 MI 16 15 14 13 12 11 10 9 3x3 = 4x5 = 3x4 = 3x3 = 3x3 II 3x6= 3x4 = 4x5= 1.5x3 II I 16-9-0 I 16-9-0 Plate Offsets(KY): f1:Edoe,0-1-81,18:0-1-8,Edoel LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP ' TCLL 40.0 Plates Increase 1.00 TC 0.81 Vert(LL) -0.23 13-14 >862 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.35 13-14 >573 240 BCLL 0.0 Rep Stress Ina YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 88 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP M 31(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 17=905/0-5-8 (min.0-1-8),9=911/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\ 1 1 1 I I Ii+I f////, TOP CHORD 17-18=900/0,1-18=-899/0,8-9=-907/0,1-2=909/0,2-3=-2218/0,3-4=-2920/0,4-5=-3064/0,5-6=-3064/0, \\ vS S.k 1/, 6-7=-2172/0,7-8=876/0 \\ `� •. •, . /// BOT CHORD 1516=0/1708,1415=0/2709,13-14=0/3064,12-13=0/3064,11-12=0/2670,10-11=0/1681 ` ‘CENS,.'••. WEBS 1-16=0/1173,2-16=-1111/0,2-15=0/709,3-15=-682/0,3-14=0/397,4-14=472/91,8.10=0/1191,7-10=-1119/0, i 7-11=0/684,6-11=-692/0,6-12=0/740,5-12=-302/0 ` * *• a 34869 NOTES (5-8) — 1)Unbalanced floor live loads have been considered for this design. _ �1 ./.' ���♦]_�. • X 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. —•t J.. 1 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. STATE OF ,•• . . ∎ 4)CAUTION,Do not erect truss backwards. R '• y t 5)This Manufactured product is designed as an individual building component. The suitability and use of this component for any S '•, OR1O P.•��\\\ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. /.//t.9,4.0../' // v/ s� \ 6)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. // O N Al- \\\\ 7)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL ///1 1 1 1 1 1 1'"\ 33435 8)Use Simpson LUS46 to attach Truss to Carrying member LOAD CASE(S) Standard —Apri 4,201! WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 BEFORE USE. •" Design valid for use only with MTek connectors.This design is based only upon parameters shovn,: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 ANSUTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 • • • -Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. lob Truss Truss Type Qty Ply 19695464 156960 FG01 Flat Truss 1 . 2 Job Reference(optional) Sudden FirstSou ce, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc Fri Apr 24 14:28:56 2015 Page 1 ID:wCDOscCGWn8XZVAVpn5vuYyWAzb-cCdSxuK99MAOsiIP9FgxlwcKHh13?IbnnM291zNU 5 I 3-1-0 I 6-2-0 I 3-1-0 iic:-« - 3-1-0 Scale=1:11.7 5x6= 2x4 II 5x6 = 1 2 3 ti. .- m-mCa: ;fir ., 1N1 W1 V12 VW \N2 , 81 • 7 5 8 10x12 = 6 2x4 II 4 2x4 II I 3-1-0 I 6-2-0 I 3-1-0 3-1-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.80 Vert(LL) -0.05 5 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.08 5 >877 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.63 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 68 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2:2x4 SP No.2 REACTIONS (lb/size) 6=2778/0-3-8 (min.0-1-10),4=2684/0-3-8 (min.0-1-9) Max Uplift 6=-352(LC 4),4=-352(LC 4) \\\\‘011111/0‘ /// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\ ‘,S S.{� //,/ TOP CHORD 1-6=-2048/323,1-2=-4224/538,2-3=-4224/538,3-4=-2048/323 \\,.`` •• .•• WEBS 1-5=566/4443,2-5=-2327/444,3-5=-566/4443 `' \CENS,••.. c'■ /� NOTES (11-13) 2 * 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: / a 34869 Top chords connected as follows:2x4-1 row at 0-9-0 oc. -- r/\ Bottom chords connected as follows:2x6-2 rows staggered at 0-8-0 oc. -``1 'A j}� Webs connected as follows:2x4-1 row at 0-9-0 oc. wrJ 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to 0 : 4./ ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. STATE OF 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;Encl., F-OFt)DP , r., , GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip•DOL=1.60 S •, �v\� 4)Provide adequate drainage to prevent water pondin§.' ` ` /// S�O A\-- ` \\\ 5)MWFRS Wind loads ft Positive;o#7 MrWFRS Wind Right Positive Case(s):8 MWFRS C1st lWind Parallel;#9 MWFRS 2nd Wind Parallel;#10 /,///1 1 1 1 1 \ \\\ MWFRS 3rd Wind Parallel;#11 MWFRS 4th Wind Parallel;#12 MWFRS 1st Wind Parallel Positive;#13 MWFRS 2nd Wind Parallel Positive;#18 MWFRS Wind Left Positive+Regular,#19 MWFRS Wind Right Positive+Regular;#20 MWFRS 1st Wind Parallel Positive+Regular;#21 MWFRS 2nd Wind Parallel Positive+Regular. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 352 lb uplift at joint 6 and 352 lb uplift at joint 4. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)902 lb down at 0-10-12,and 902 lb down at 2-10-12,and 902 lb down at 4-10-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 13)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 4.9Wirveelow RQA t wnrlard April 24,201: • t Ve a A WARNING• rify design parameters and N READ OTESON THIS MN - ANb INCLUDED MITER REFERENCE PAGE •7473 BEFORE USE. Design valid for use only with MiTek connectors.Tlis•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 budding 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 overai 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 BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive;Madison,WI 53719. (PI lob Truss Truss Type Qty Ply 19695485 156960 FG02 Flat Truss 1 2 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 - 7.350 s Sep 27 2012 MTek Industries,In Fri Apr 24 14:28:56 2015 Page 1 IDwCDOscCGWn8XZVAVpn5wYyWAzb cCdSxuK99MA08i1 P9Fgx1 wcggHZK3wubnnM291zNU_5 s I 2-7-10 I 5-1-9 I 7-7-7 - J 10-1-6 I 12-9-0 I • 2-7-10 2-5-14 2514 2-5-14 - -.- 2-7-10 • - rrc7 ; ._-_ - :_'�'�-^.-,a �—:" •.- - Scale=1:21.3 2x4 I I 4x10 = 2x4 II 4x16= 3x5 II 1 4x12 = 2 • 3 71 wo1 :.= 1QE. V12 . V2 W3 VVI 0-;-....ii W2 W3 _ 1�1 Emu W1 MI I- B1 i . . ) 13 11 14 10 15 9 16 8 17 18 124x5 II 10x14 = 2x4 II 6x10 = 4x10 I I 8x10= I 2-7-10 I 5-1-9 i 7-7-7 I 10-1-6 I 12-9-0 1 2-7-10 2-5-14 2-5-14 2-5-14 2-7-10 Plate Offsets(X,Y): [7:0-6-8,0-4-01,[11:0-5-12,0-5-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.91 Vert(LL) -0.25 9-10 >601 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 1.00 Vert(TL) -0.43 9-10 >347 180 BCLL 0.0 • Rep Stress Ina NO WB 0.91 Horz(TL) 0.06 7 Na n/a BCDL 5.0 • Code FBC2010/TP12007 (Matrix) Weight:142 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc purlins, BOT CHORD 2x6 SP SS except end verticals. WEBS 2x4 SP No.3'Except BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W1:2x4 SP No.2,W2:2x4 SP No.1 REACTIONS (lb/size) 12=4635/0-5-8 (min.0-2-12),7=5370/Mechanical Max Uplift 12=-806(LC 4),7=-1131(LC 4) \\\011111101 .// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. __``� •' '' TOP CHORD 1-12=-4070/728,1-2=-9560/1648,2-3=-9560/1648,3.4=-15282/3001,4-5=15282/3001, 3v \CENS •'•.'■ 5 6=686/139,6-7=703/141 BOT CHORD 12-13=-115/660,11-13=-115/660,11-14=2869/15448,10-14=-2869/15448, 10-15=-2869/15448,9-15=2869/15448,9-16=-2142/10818,8-16=-2142/10818, / a 34869 8-17=-2142/10818,17-18=2142/10818,7-18=-2142/10818 -' r — WEBS 1-11=-1642/9536,2-11=-1234/240,3-11=5308/1309,3-10=-154/1205,3-9=-490/0, — /L./ I • ' ry-; 4-9=1203/226,5-9=-921/4783,5-8=-252/1308,5-7=-10856/2146 -• ',,AM NOTES (12-15) i" STATE OF ��� 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: ' - ORI©r. •a/' •Bottom oChords nconnected aSfollows: fo fows;2x6 r 2 rows staggered at 0-9-0 oc. Div Si •/�---. �`v`\ Webs 2)All loads are considered equally eq:2x4-1 row to at a-1plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ////// 1 1 1 1 0\\\\` equaly applied to all y ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 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 will fit between the bottom chord and any other members. 7)Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide metal plate or equivalent at bearing(s)7 to support reaction shown. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 806 lb uplift at joint 12 and 1131 lb uplift at joint 7. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)739 lb down at 2-1-12,739 lb down at 4-1-12,226 lb down and 192 lb up at 6-0-12,739 lb down at 6-1-12,226 lb down and 192 lb up at 8-0-12,739 lb down at 8-1-12,226 lb down and 192 lb up at 10-0-12,739 lb down at 10-1-12,and 739 lb down at 11-3-4,and 226 lb down and 192 lb up at 12-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. continued on page 2 April 24,201! 1 ® WARNING.-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 BEFORE USE. Design valid for usevcyvrith MTek connectors.This design is based only upon parameters shown.and is for an individual building component. - 111 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 ANSUTPII Quality Criteria,1358.89 and BCSII Building Component Boynton Beaoh,FL 33435 - • Safety Information-available from Truss Plate-Institute,583 D'Onofrio Drive,Madison,W 53719. cca lob Truss Truss Type Qty Ply 19695466 i56960 FG03 Flat Truss i 2 Job Reference(optional) Builders FirstSaxce, Jacksonville,Fl 32244 . 7.350 s Sep 27 2012 MiTek Industries,Inc Fri Apr 24 14:28:57 2015 Page 1 ID:wC DOscCG WnBXZVAVpnSvuYy WAzb-4PBg8 ELnwf I FTSCbjyBAZ78uzg_OoPLIORSbhBzN U_4 3-0.0 I 5.10-4 I 8-8-8 i 11-88 I 3.0.0 2-10-4 2-10-4 ' "" Scale=1:19.5 2x4 II 3x8= .yv. 2x4 II -` -'.-: 4x10 = 4x10 = 1 2 3 - -.. 4 5' 0 I Ti j 4 ,: ., 0 uvz W, Wl W7 Inn w, W12 11V1 . a4- ' 9 8 7 K �� 12 5x,4 = 2x4 II 13 x14 = 14 0 6 5 x 6 I I 5x6 I I I 3-0-0 I 5-10-4 I 888 I 11.88 I 3-0-0 2-10-4 2-10-4 3-0-0 Plate Offsets(X,Y): 16:Edpe,0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.75 Vert(LL) -0.16 8 >861 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.25 8 >558 180 BCLL 0.0 • Rep Stress Incr NO WB 0.83 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 129 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-6 oc purlins, BOT CHORD 2x6 SP SS except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2:2x4 SP No.2 REACTIONS (lb/size) 10=2762/0-5-8 (min.0-1-13),6=2888/0-3-8 (min.0-1-13) I I I I 1! Max Uplift 10—543(LC 4),6=-543(LC 4) �\\111 1/1// Max Gray 10=3046(LC 2),6=3034(LC 2) \\��‘�v5 S. /��i• FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. . .; 1CNSF '••< i f TOP CHORD 1-10=2640/480,1-2=-6155/1099,2-3=-6155/1099,3-4=-6156/1099,4-5=-6156/1099, \� 5-6=2640/480 2 * '. '1k BOT CHORD 10-11=-102/566,9-11=-102/566,9-12=1589/8890,8-12=1589/8890,8-13=-1589/8890, / a 34869 7-13=-1589/8890,7-14=102/566,6-14=102/566 -1 WEBS 1-9=-1052/5895,2-9=-1488/287,3-9=2884/516,3-8=-37/443,3-7=-2884/516, U •-/. �lert#�6. • ct -I• 4-7=1488/287,5-7=-1052/5896 /t �J ..... NOTES (11-13) i STATE OF �\ 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: FLpRIDr •i,..\(,\.9\,,-;`�oc.Top chords connected as follows:2x4-1 row at 0-9-0 cc. .. .- -. Bottom chords Webs connected connected follows:2x4 follows:row at 0-9-0 rows staggered at 0-9-0 8c. ;//tS://O N A`- `\ 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to 1 1 1 1 1 1 1 1 ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)Concentrated loads from layout are not present in Load Case(s):#3 IBC BC Live;#4 MWFRS Wind Left;#5 MWFRS Wind Right;#6 MWFRS Wind Left Positive;#7 MWFRS Wind Right Positive;#8 MWFRS 1st Wind Parallel;#9 MWFRS 2nd Wind Parallel;#10 MWFRS 3rd Wind Parallel;#11 MWFRS 4th Wind Parallel;#12 MWFRS 1st Wind Parallel Positive;#13 MWFRS 2nd Wind Parallel Positive;#18 MWFRS Wind Left Positive+Regular;#19 MWFRS Wind Right Positive+Regular,#20 MWFRS 1st Wind Parallel Positive+Regular;#21 MWFRS 2nd Wind Parallel Positive+Regular. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 543 lb uplift at joint 10 and 543 lb uplift at joint 6. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. continued on•-•-2 e•' '4,201: ■ ■ a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENL•E PAGE M11-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown.-and is loran individual budding component. '- Applicability of design paramenters and proper incorporation of component is responsibility of building designer.not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional 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 BC5I1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 537.19.•- ••- •. (13 lob Truss Truss Type Qty Ply I9e95467 156960 FG04 Flat Truss 1 2 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 a Sep 27 2012 MTek Industries,Inc. Fri Apr 24 14:28:57 2015 Page 1 ID:wCDOscCGWnBXZVAVpn 5vuYy WAzb-4PBg8 ELnwf IFTscbjyBAZ78w2g6noTrIOR5bhBzN U_4 • I 3-1-12 I 3-1 6-3-8 I 3- 1-12 Scale:1"=1' 6x8 = 2x4 II 6x8 1 2 3 —T1 Win` W1 W1 _ Vy2 W1 W2 B1 5 4 5x8 = 6 2x6 11 2x6 11 I 3-1-12 I 6-3-8 I 3-1-12 3-1-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(LL) -0.03 5 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.15 Vert(TL) -0.04 5 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.54 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:61 lb FT=20% - LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=1073/0-5-8 (min.0-1-8),4=4491/Mechanical Max Uplift 6=-232(LC 4),4=-971(LC 4) . Max Gray 6=1311(LC 2),4=5489(LC 2) \\,, 1 1 1 1 1 1// / 1 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ���\ V S S.{� ///// TOP CHORD 1-6=-1263/232,1-2=2155/381,2-3=-2155/381,3-4=-5441/972 // WEBS 1-5=40412281,2-5=1532/300,3-5=-404/2281 �J \CENSF .� NOTES (11-14) - * '• * 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: — ! de 34869 Top chords connected as follows:2x4-1 row at 0-7-0 oc. I Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. 7 13 .''i I1 Q • C4 t Webs connected as follows:2x4-1 row at 0-9-0 oc. .234. wV ..... 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 .�ILI ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. STATE O 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., FCORIDa,. •'• �\ GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 s \ �\ 4)Provide adequate drainage to prevent water ponding. /// S, A' G`\�\ 6)This This truss has been designed for ali a load of 20.psf on the bottom chord in all areas where all rectangle 3-6-0 tall by 2-0-0 wide //1"0111 O I I'\\ will fit between the bottom chord and any other members. 7)Provide metal plate or equivalent at bearing(s)4 to support reaction shown. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 232 lb uplift at joint 6 and 971 lb uplift at joint 4. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)4178 lb down and 739 lb up at 6-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 13)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL i 33435 14)Use Simpson HGUS28-2 to attach Truss to Carrying member LOAD CASE(S) Standard Continued on page 2 April 24,201: I ■ 1 A WARNING•Verify design parameters and READ NOTES ON THIS ANITINCLUDE°MITEK REFERENCE PAGE MIl-7473 BEFORE USE. -- - - Designvaliefor use onlywith MiTek connectors.This design is based only upon parameters shown.and is foran 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 ANSIRPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 . Safety Information available from Truss Plate Institute,583 D'Oao*io Drive,Madison:VN 53719' (4L lob Truss Truss Type Qty Ply 19695488 156960 EGOS Flat Truss 1 2,Job Reference(optional) Builders FretSource, Jacksonville,Fl 32244 -- - 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:28:58 2015 Page 1 I D:wCDOscCGWn8XZVAVpn5wYyWAzb-YblC LZMPhzO650Bn Hgi P6Lh?t41YXsku F4r9DdzN U_3 1 2-9-4 I 5-4-12 I 8-0-4 1 10-9-8 I 2-9-4 2-7-8 2-7-8 2-9-4• Scale=119.1 • 2x4 I I -- 2x4 I I - 4x10= 1 4x10= • 2 3 . . • 4 5 0 T, D Wt w2 w+ w2 wt w2 wt w2 w1 k • .• B1 9 8 7 5x12= 11 5x12 = 12 10x14 II 13 14 K' 10 6 5x10 MT20H I I 5x10 MT2OH 11 1 2-9-4 1 5-4-12 I 8-0-4 i 10-9-8 I 2-9-4 2-7-8 2-7-8 2-9-4 Plate Offsets(X,Y): f6:Edge,0-3-81.17:0-2-4,0-2-121,18:0-2-12,0-5-01,19:0-5-12,0-2-121 • LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.99 Vert(LL) -0.17 8 >762 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.82 Vert(TL) -0.27 8 >465 180 MT2OH 187/143 BCLL 0.0 • Rep Stress Ina NO WB 0.76 Horz(TL) 0.03 6 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight 120 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins, BOT CHORD 2x6 SP SS except end verticals. WEBS 2x4 SP No.3*Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2:2x4 SP No.1 REACTIONS (lb/size) 10=4284/0-3-0 (min.0-2-8),6=4233/0-3-8 (min.0-2-8) \11)I11111/// Max Uplift 10=G29(LC 4),6=629(LC 4) \\�‘ /,‘3S S.K FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \‘\_`\' • • ' C.A/-/ TOP CHORD 1-10=3489/556,1-2=-8106/1173,2-3=-8106/1173,3-4=-8135/1173,4-5=-8135/1173, \CENSF ,i 5-6=35021556 BOT CHORD 10-11=-102/655,9-11=102/655,9-12=-1697/11693,8-12=-1697/11693, - * '. 8-13=-1697/11693,7-13=-1697/11693,7-14=-102/651,6-14=102/651 / a 34869 WEBS 1-9=1140/7931,2-9=-1717/329,3-9=-3819/558,3-8=-49/1132,3-7=-3788/558, - era=-n17/32s,s-7=-11aon967 %, r• c_= NOTES (13-15) --U • ••��/ 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: STATE OF• Top chords connected as follows:2x4-1 row at 0-7-0 oc. c' ORIO P' �-w` ■Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. av ■Webs connected as follows:2x4-1 row at 0-9-0 oc. ////6\/6 Nat- �` \�� 2)All loads nnectionconsidered s have ebeen provided applied too distribute only loads noted as(front F)or(B or unless otherwise indicated. CASE(S)section.Ply to /// i `\ �\ ply P Y ( ) ( ). 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)Concentrated loads from layout are not present in Load Case(s):#3 IBC BC Live;#4 MWFRS Wind Left;#5 MWFRS Wind Right;#6 MWFRS Wind Left Positive;#7 MWFRS Wind Right Positive;#8 MWFRS 1st Wind Parallel;#9 MWFRS 2nd Wind Parallel;#10 MWFRS 3rd Wind Parallel;#11 MWFRS 4th Wind Parallel;#12 MWFRS 1st Wind Parallel Positive;#13 MWFRS 2nd Wind Parallel Positive;#18 MWFRS Wind Left Positive+Regular;#19 MWFRS Wind Right Positive+Regular;#20 MWFRS 1st Wind Parallel Positive+Regular;#21 MWFRS 2nd Wind Parallel Positive+Regular. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 629 lb uplift at joint 10 and 629 lb uplift at joint 6. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 April 74,201 A WARNING-Verity 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 doing 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/TPI1 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. - --- - - US lob Truss Truss Type Qty Ply 19695469 156960 T01 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,F132244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:29:00 2015 Page 1 ID:wCDOscCGWnBxZVAVpnSwYyWAzb-U_szmFNfCahgKKLA05ktBmmVlu9m?v?BiOKFI WzNU_1 I -2-0-0 I 10-6-8 I 21-1-0 1 23-1-0 1 2-0-0 10-6-8 10-6-8 2-0-0 ac 455=- ,. ;,61„,,,i„-;;;;„,,,, Scale=1:54.9 • 2x4 11 2x4 II 9 10 a= 2x4 I I 7.001 2x4 I I 8 11 2x4 I) .. 2x4 II 7 - 12 2x4 I I 2x4 I I 6 13 3x4 i �q II 5 2x4 11 3x4 2x4 II 4 �,� 14 2x4 II • 3x4 G 15 3x4 '41 :immilvInion■Imemispimmmodipiii.o.l.implmloomilmmeammaLmmmLmnisoiria■oummoon.r -milmemLimmis:, 17'.- 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 12x14 = 2 x 4 I I 2x4 1 1 2x4 I I 2x4 I I 2x4 1 1 2x4 II 556=2x4 II 2x4 11 2x4 II 2x4 II 2x4 11 2x4 11 12x14= 2x4 II 2x4 II I 21-1-0 21-1-0 Plate Offsets(X,Y): 118:0-3-0,Edae1,[19:0-2-0,0-0-41,126:0-3-0,0-3-01,[33:0-2-0,0-1-12L134:0-3-0,Edael LOADING (psf) SPACING 2-0-0 CSI DEFL in (roc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.03 17 n/r 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.05 17 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 18 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 159 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS All bearings 21-1-0. \\)i 1 I I f I//// (lb)- Max Horz 34=-219(LC 10) joint(s) \\\\ ``S• S K ///,J/ Max Uplift All uplift 100 lb or less atjoint(s)18,27,28,29,30,33,25,24,23,22,19 except 34=-111 LC \ V •13),31=158(LC 12),21=-154(LC 13) �\ _\� �� / Max Gray All reactions 250 lb or less at joint(s)26,27,28,29,30,31,32,33,25,24,23,22,21,20,19 1GENS - /� except 34=252(LC 27),18=252(LC 28) �� FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. * / a 34869 TOP CHORD 2-34=-309/234,16-18=-316/239 -•` rJ\ — WEBS 4-31=-257/163,14-21=258/160 `'D `'1 ct -...... NOTES (11-13) .-//�`0 • �/�/t� ; 1)Unbalanced roof live loads have been considered for this design. STATE OF 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=16ft;Cat.II;Exp C;Enc., R k •••' N ■ GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions 61 '• L ORID• `0\\ss shown;Lumber DOL=1.60 plate grip DOL=1.60 /// t , A A \\\ 3)Gable End Details for wind loads in t consult of truss building designer exposed ed to wind(normal to the face),see Standard Industry 1/,,/°r V At- `\\\ PP qualified 9 i9 per Gable requires continuous bottom chord bearing. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)18,27,28,29,30, 33,25,24,23,22,19 except(jt=lb)34=111,31=158,21=154. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 13)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard April X4,201: t . 1 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE.PAGE x111.7473 BEFORE USE '- .. Deslgrtvalid for use-only7Rth MTek c onnectors.This•tlesign is based only upon parameters stook',and fsfdran Individual building component. . Applicability of design pramenters 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 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 ANSI/TP11 Quality Criteria,DSB•9 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 Donofrio Drive,Madison,IM 53719. -, • lob Truss Truss Type city Ply 19695471 156980 TO2A COMMON TRUSS 4 • Job Reference(optional) Bolden F rstSouroe: Jacksonville,Fl 32244 7.350 s Sep 27 2012 MTek Industries,Inc. Fri Apr 24 14:29:02 2015 Page 1 ID:wCDOscCGWn8XZVAVpn5vuYyWAzb-RMJ'BxPWkCxYadVYW VnLGBsm?hkJToJUAipMMOzNU_? rr _r r 1 °—r 1-1r 2-0-0 5-5-0 5-1.8 5.1.8 5-5-0 - Scale=1:45.3 4x5 II 5 7.00 12 2x4 \\ 2x4 // 6 4 e• • g 5x6 % 5x6 3 1 7 13 2 1 17 Si: 1 , .8 1 l9. R1 Y III u Bt X 51' ►- 11 ZO 10 21 9 �- 16 18 14 12 4x10 II 3x4= 3x6 = 3x4 = 4x10 II I 7-1-8 1 13-11-8 I 21-1-0 7-1-8 6-10-0 7-18 Plate Offsets(X,Y): 12:0-6-8,0-0-51,(8:0-6-8,0-0-51 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.15 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.23 9-11 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(TL) 0.05 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight:114 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x8 SP 2400F 2.0E 1-6-0,Right 2x8 SP 2400F 2.0E 1-6-0 REACTIONS (lb/size) 8=607/0-5-8 (min.0-1-8),2=708/0-5-8 (min.0-1-8) \\\‘011 I 1(f////, Max Horz 2=173(LC 11) Max Uplift 8=158(LC 13),2=-199(LC 12) \\" uS S•ic '0j, Max Gray 8=669(LC 2),2=792(LC 2) ��` J�' \CEN$ , ' i FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-17=-296/11,3-17=-254/261,34=1243/461,4-5=1173/503,5-6=-1180/513, 6-7=-1249/469,8-13=-334/66 - * / s 34869 BOT CHORD 16-18=-181/499,11-18=-304/960,11-20=-136/650,10-20=-136/650,10-21=-136/650, r 9-21=-136/650,9-14=-314/968,12-14=216/533 -4- -0 .-t 1 • CK WEBS 5-9=-185/425,6-9=308/229,5-11=-167/410,4-11=-302/221,8-12=-392/95, Vl.A z 13-15=203/666,8-15=40/260,12-15=-677/271,7-15=-1509/577,2-16=-629/349, o • • / 17-19=-412/858,2-19=-23/276,16-19=-695/234,3-19=1763/811 STATE OF .` • NOTES (7-9) �1 ' .FLORtO ' � �� 1)Unbalanced roof live loads have been considered for this design. //, ��, f�'A `�\�\ 2)GCpi=0.18;MWFRS(envelope)and C-C Exteritor(2)zone;C-C for members and forces&MWFRS for reactions xshown;Lumber ////O'I n�\\`,\\ 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 ft between the bottom chord and any other members,with BCDL=5.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 8=158,2=199. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard April 94,201 l I .. 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.Thistlesign Is based only upon parameter's shown.and is for an individual building component. -•- - - Applicabildy of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage.delivery,erection and bracing,consult ANSVTPII Quality Criteria,D513a9 and BCSI1 Building Component Boynton Bea ch:FL 33435 Safety Infonnation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 53719. • - .. - L lob Truss Truss Type Qty Pry 19695473 156960 TO6 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jadcsonville,Fl 32244 7.350 s Sep 27 2012 MTek Industries,In Fri Apr 24 14:29:04 2015 Page 1 I D:wCDOscCG WnBXZVAVpnSvuYyWAzb-N16TcdRAGPBF pxlxdwppMCx7fVXgxc?nd01TQHZNTzz I 3-5-0 1 6- 10-0 I 35- 0 35-0.- : - . 2x4 J l..,, ,;... Scale=1:60.1 7.00 12 2x4 II • 311 • • 2x4 II 2x4 II /I - • 3x4% _ • 2x4 III I1 S .,� .. •�,.. , jr, ': .. .-- • -•= .: ,.:g:40,410a&.....,-..- : -" - '. '''-•----.•- : - - --... ': .'-•• otteteres0101. d'; ." ' ■.: llii. Al 111 9 8 18 7 6 19 5 4 3x4 = 2x4 II 2x4 II 3x6= 2x4 I I 2x4 I I I 6-i0-0 I 6-10-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Ina YES WB 0.58 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 110 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 9-11-3 oc bracing. W4:2x6 SP No.2 WEBS 1 Row at midpt 3-4 OTHERS 2x4 SP No.3 REACTIONS All bearings 6-10-0. \\\\I I II101 (Ib)- Max Horz 9=407(LC 11) \ ``c / Max Uplift All uplift 100 lb or less at joint(s)except 4=339(LC 9),9=-164(LC 8) \\�\\ V? S.K. ////• Max Gray All reactions 250 lb or less at joint(s)7,8,6,5 except 4.343(LC 21),9=323(LC 22) --``� / FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. w 10EN$F'•.�� �� BOT CHORD 8-9=-358/370,8-18=-358/370,7-18=358/370,6-7=-358/370,6-19=-358/370, - * . 34869 * 5-19=-358/370,4-5=358/370 WEBS 2-4=-513/525,2-9=-540/472 - J I �_ NOTES (9-11) N vvc/.•• Z 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., 0 LU GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left and right exposed;C-C for members and STATE OF ■ forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 FC ORIO P '• r,■�� 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry S� v�■ Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. /// • \\ \ 3)Gable requires spaced at 1-4-0 s bottom chord bearing. /// O NIA1-�\\\\` 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.0psf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 339 lb uplift at joint 4 and 164 lb uplift at joint 9. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard '4,201! - ■ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. - - Design valid forme only with4diTek connectors.This desigrrisioased 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 ANSOTPI1 Quality Criteria,DSB49 and BCS11 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onokie Drive,Madison,W 53719. - r ?) lob Truss Truss Type Qty Ply • 19895475 158960 T08 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:29:05 2015 Page 1 IDwCDOscCGWnBXZVAVpnSvuYyWAzb-rxgspzRo 17J6R507BeK3upURnvt6gBTwsgl OyjzNTzy I 11-11-15 I 20.9-8 I 11-11.15 8-9-9 2x4 I I _•�" =. _ Scale=1:60.7 r 2x4 I I 18 ' - - • 1.00 R 2 - 2x4 I I 15 IS 2 x 4 1 1 14 2x4 II 13 2x4 I I 2x4 11 12 2x4 I- `. 3x8 %° -' 4.00 12 yc4 I I g I 4x10 II 2x4.II 7 8 ••10: — 2x4 II _ I _6x8 II 2x4 II- 5 — r 3x4 % 4 5x8 I I 31 30 29 28 27 26 2524 23 22 21 20 19 18 17 2 x 4 11 2x4 II 2x4 II 2x4 11 2x4 II 2x4 I I 3x6= 2x4 II 2x4 II 2x4 11 2x4 I I 2x4 I I 2x4 11 2x4 I I 2 x 4 I I 1 20-9-8 I 20.9-8 Plate Offsets(X,Y): 11:0-3-8,EdgeL 13:0.4-1,0-2-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (roc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) n/a - n/a 999 BOLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) -0.00 17 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:161 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 16-17,15-18 REACTIONS All bearings 20-9.8. \`, I I I I 10,/ (Ib )- Max Horz 1=433(LC 12) \ // Max Uplift All uplift 100 lb or less at joint(s)1,17,18,19,20,21,22,23,25,26,27,28,29,30 except �\\\ \uS S./c. //, 31=144(LC 12) �\ �CEN$ Max Gray All reactions 250 lb or less at joint(s)1,17,18,19,20,21,22,23,25,26,27,28,29,30,31 1- '•. '_� FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. - * •. * -; TOP CHORD 1-2=-438/279,2-3=-374/244,3-4=-356/238,4-5=-346/238,5-6=324/230,6-7=301/221, / e 34869 -_ 7-8=-277/210,8-9=-265/205,9-10=264/210 / r �j NOTES (9-11) I3 ��V 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., i�� STATE OF � GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �LOR10P ��' 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry S ••• •••. .•\\:J\. Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. /Or s.• \\ 4)Gable studs spaced at continuous 4-0 oc.bottom chord bearing. //1 ON NIA.- \`\\ \ 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,17,18,19,20, 21,22,23,25,26,27,28,29,30 except(jt=lb)31=144. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard April�J4,2O1: t . _ A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,andis 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,delivery,erection and bracing,consuft ANSViP11 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. - -•-- - GC lob Truss Truss Type 'Qty Ply 19695477 156980 T10 MONOPITCH TRUSS 5 1 Job Reference(optional) Builders FirstSource, JadcaonveNe,Fl 32244 7.350 s Sep 27 2012 MTek Industries,Inc. Fn Apr 24 14:29:06 2015 Page 1 I D3vCDOscCG Wn8XZVAVpn5vuYyWAzb-J7EE 1 ISQoQR22 FoKkLrI R 1 OVOJ7xPfZ45KnaUAzNTzx 6-10-8 6-10-8 - Scale=1:17.7 2x4 11 __ 2 4.00 ' • "'' .' •0PR.:;4,:f~ e 1 .ems 5 1 III gi E r63A 3x4% 2x4 II I 6-10-8 I 6-10-6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.15 3-6 >524 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.41 Vert(TL) 0.13 3-6 >615 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 1 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight 30 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 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) 1=186/0-5-8 (min.0-1-8),3=177/Mechanical Max Horz 1=76(LC 8) Max Uplift 1=-133(LC 8),3=-154(LC 8) 0‘11111/// Max Gray 1=221(LC 2),3=210(LC 2) s\\ /// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. � __``\ , TOP CHORD 1-5=286/613 NV- ‘CENSF ••', BOT CHORD 4-6=-1032/491 WEBS 1-4=-168/334,5-6=-395/283,4-5=-690/385,1-6=-494/912 - * •• * / • 34869 NOTES (6-8) -' r _ge.ifusj 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., '• 13 •.t n II I Et W GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 0 .• : tti 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. STATE OP `� 3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ••• F •r,\ ■ Will fit between the bottom chord and any other members. S • ORlQ P \v�∎■ 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) /// S7 t �\`�\ 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. //////N1 1 10% \` 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 7)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 8)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard • • '4,201; ■ _ 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 MiTeic connectors.ThiEtleslgt is based all upon yarameters shown.and is or an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding • 1109 Coastal Bay fabrication,quality control.storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D•Onofrio Drive,Madison,NA 53719. • 1( lob Truss Truss Type Qty 'Ply 19895479 158960 T12 Monopitch Truss 6 1 Job Reference(optional) Bolden FYatSowce, Jadlaomr9N,Fl 32244 7.350 a Sep 27 2012 M7ek Industries,Inc. Fn Apr 24 14:29:08 2015 Page 1 I D:wC DOscC G Wn 8XZ VAVpn 5vu Yy WAzb-F W L_S_U h K2 h h IYyi smu m W S5g46m7tSKNYeGgZ2z NTzv 2.0-0 1 6-6-6 I 12-7-3 I 18-11.8 I 2.0.0 6-6-6 6-0-13 6-4-5 Scale=1:62.8 6 TOO 12 3x4 • 3x6• _r 3x4 �i 4 a i ...,, 1 3 1 3x4 i 10 9• 811 12 7 i 2x4 // 3x4= 3x6 = 3x4= I 5-4-3 I 10-2-12 I 18-11-8 I 5-4-3 4-10-9 8-8-12 Plate Offsets(X,Y): 12:0-2-4.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.21 7-9 >485 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.33 7-9 >311 180 BCLL 0.0 • Rep Stress Incr YES WB 0.49 Horz(TL) -0.01 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:119 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-7,5-7 REACTIONS (lb/size) 7=236/Mechanical,2=348/0-5-8 (min.0-1-8),9=638/0-5-8 (min.0-1-8) Max Horz 2=404(LC 12) t i l l I! Max Uplift 7=182(LC 12),2=-80(LC 9),9=-259(LC 9) \\\ I I ///// Max Gray 7=333(LC 21),2=425(LC 2),9=653(LC 2) \\-\` `v5 S K ////•FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �\\ J� •\CiEN$F ��/. TOP CHORD 2-3=-303/84,3.4=-321/188,4-5=298/245 BOT CHORD 2-10=-467/332,9-10=-359/330 * '. WEBS 3-10=-354/130,3-9=-475/544,5-9=-427/297 _ .! ,yS 34869 J NOTES (6-9) -' -u ./�/ / — 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., -. GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left exposed;C-C for members and forces 8 MWFRS for reactions �j .• shown;Lumber DOL=1.60 plate grip DOL=1.60 •. STATE OP jj • 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • R • •∎cam - 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 61 •••1-ORIO/ .•' 0 �' will fit between the bottom chord and any other members,with BCDL=5.0psf. /// S/ t \ \\\ 4)Proviide9mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=1b) ////0 NIA`,\ �N\ 1 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 7)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 8)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 9)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard April 94,201: A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. -- - .—. _-,_— — Applicabiliy 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 responsibitlity 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 ANSU1PI1 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 • •Safety Information available from Truss Plate Institute,583 D'Onofio Drive,Madison,WI 53719. X11 lob Truss Truss Type Qty Ply 19695481 156960 114 Monopitch Truss 6 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:29:10 2015 Page 1 IDCD0scCGWn8XZVAVpn5vuYyWAzb-14 WwXGLORfOylndxzNTzt . 1 -2-0-0 1 5- 7-11 I 10-w314 1 163-8 I 2-0-0 5-7-11 5-2-2 5-5-10 Scale=1:54.7 6 7.00 112 2x4 5 3x5 "' Y 3x6 ice. 5 ._. ..ia+., 3x5 • - a _ 3 2 M CS 1.17.1 1 10 11 3x4 = 9 8 7 2x4 II 5x6 = 3x4 = I 5-7-11 I 10-2-12 I 16-3-8 I 5-7-11 4-7-1 6-0-12 Plate Offsets(X,Y): 18:0.3-0,0.3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.08 2-9 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.25 Vert(TL) 0.07 2-9 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.33 Horz(TL) -0.01 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 103 lb FT=20% • LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-7,5-7 REACTIONS (lb/size) 7=135/Mechanical,2=357/0-5-8 (min.0-1-8),8=535/0-5-8 (min.0-1-8) Max Horz 2=352(LC 12) Max Uplift 7=133(LC 12),2=93(LC 9),8=-254(LC 9) \\ \1 I( III///y/ Max Gray 7=213(LC 21),2=431(LC 2),8=567(LC 2) �\__\``\ vS S,k` 7//, FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. i``' S \OEN$F•..S' ,/•:, TOP CHORD 2-3=-330/120,3-4=-283/162,4-5=-263/204 ` i BOT CHORD 2-9=-458/369,8-9=-458/369 - * * WEBS 3-9=-336/150,3-8=-448/592,5 8=422/313 ! a 34869 NOTES (6-9) _ -0 / , / eG 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;End., — ,3 - �, GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left exposed;C-C for members and forces&MWFRS for reactions o I-u shown;Lumber DOL=1.60 plate grip DOL=1.60 STATE OP ,` iA 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - ORIQ .;•'' ` N. 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 S P �i will fit between the bottom chord and any other members,with BCDL=5.0psf. /// v • ... •���\� 4)Provide 8mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) 1//, P4 -. \\\\\ 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 7)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 8)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 9)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard April 4,201; A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 BEFORE USE. ' "" ' Desigovalid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. - - - — Applicabiliy of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITPI1 Quality Criteria,DSB 89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onoftio Drive.Madison.WI 53719. - , .. r-" a lob Truss Truss Type Qty Ply 19695483 156960 116 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc Fri Apr 24 14:29:11 2015 Page 1 ID:wCDOscCGWn8XZVAVpn5vuYyWAzb-g51740WZdz3G90hHXuRT84jNhKwh4W6pEcUL9NzNTzs -2-0-0 } 4-10-12 I • 9-9-8 1 11-9-8 I 2-0-0 :. 4-10-12 4-10-12 2-0-0• gam—i�G Scale=1:29.8 4x5=r.-7,251Zio:-- -"'':', 1,e: pn; yp• 5 7.00 12 2x4 11 p' • 62'4 II 3x4 G - '''k` 2x4 II .. 2x4 II 4 ,T 3z4 �F • R 2x4 13x4 d ' , r--r,I T ` • 3x4.:::-.2x4 Y ' •• 848 II ill i t e06 II;.'�r : ..1..4:.. 6 r �fi • • • �fil Y v 9 1 ■ f 16 17 16 15 14 13 12 11 10 2x4 I I 2 x 4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2 x 4 I I I 9-9-8 I 9-9-8 Plate Offsets(X,Y): 12:0-7-8,Edgel,f8:0-7-8,Edgel • LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.04 9 n/r 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.05 9 n/r 120 . BCLL 0.0 ' Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:69 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS All bearings 9-9-8. (Ib)- MaxHorz 18=116(LC11) \\\tt1111111///// Max Uplift All uplift 100 lb or less at joint(s)17,11 except 18=-132(LC 12),10=-141(LC 13),15=128(LC 12), \�\ ‘OS S•K //, 13—127(LC 13) �� `� / Max Gray All reactions 250 lb or less at joint(s)18,10,14,15,16,17,13,12,11 ■ tCENSF'•.�� FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. * * TOP CHORD 2-18=326/295,8-10=-329/296 ' a 34869 NOTES (11-13) - -0 /�, I cc 1)Unbalanced roof live loads have been considered for this design. •wV... .... 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl., -- ii GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions STATE Of: •• ��` i shown;Lumber DOL=1.60 plate grip DOL=1.60 r 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 0 ••••• ORIO• ''`O `Gable End Detaif-s ks appliica111e,or consult qualifiedbuilding designer as per ANSI/TPI 1. /// S� Al- �\\\� 4)Gable requires continuous bottom chord bearing. // O 1 \� 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). ///1 1 1 1 1 1 t 1 \ 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. • 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)17,11 except (jt=lb)18=132,10=141,15=128,13=127. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 13)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 • LOAD CASE(S) Standard s e • '4,201: • .4 4 WARNING•17erify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERFNC£PAGE MI1.7473 BEFORE USE. • Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component: - -.. ,- ..... • •— Appkcabiliy of design paramenlers and proper incorporation of component is responsibility of building designer-not truss designer.Braang 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 ANSITPII Quality Criteria,DSB49 and BCSI1 Building Component Boynton Beach,FL 33435 Safety:nfomntion available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 1 3 lob 'Truss Truss Type Qty Ply 19695485 156960 118 COMMON TRUSS 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MTek Industries,Inc. Fri Apr 24 1429:13 2015 Page 1 IDwCDOSCCGWn8XZVAVpn5vuYyWAzb-cU91ViXp9aJ_OJrgfJTxDVpe97PUYg W6iwzREGzNTzq I 9-9-8 11-9-8 2-0 I 4-10-12 .4-10.12 I 2-0-0 '.T+ea , - - Scale=1:28.4 4x5 II . _. " — r y 3 7.00 12 .. . "j `; F -.. . --- - I �� isu$ r,.,q[iAUk R • 3x6 G - - ' - 11 3,6 2 1 B1 6 II 9 7 10 11 0 0 6 6 10x12 = 4x5 II 4x5 II I 4-10-12 I 9-9-8 I 4-10-12 4-10-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ice) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.06 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.12 6-7 >987 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.69 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 68 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3"Except" BOT CHORD Rigid ceiling directly applied or 9-11-1 cc bracing. W1:2x4 SP No.2 REACTIONS (lb/size) 8=1623/0-3-8 (min.0-2-4),6=2201/0-3-8 (min.0-3-1) Max Horz 8=101(LC 7) Max Uplift 8=-642(LC 8),6=-759(LC 9) `\\111 1 I I 1 I/1////// Max Gray 8=1929(LC 2),6=2616(LC 2) \\\_\` \``S S'!'. 0 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,:` zs" •IGEfyss.•. /i i TOP CHORD 2-3=-2051/655,3-4=-2051/655,2-8=-1597/508,4-6=1577/511 BOT CHORD 7-10=-91/314,10-11=-91/314,6-11=91/314 = * * - WEBS 3-7=-571/1811,2-7=-457/1524,4-7=474/1427 _ / a 34869• �� NOTES (10-12) = '13 �,' n.*I�. • Cr 1)Unbalanced roof live loads have been considered for this design. ±'N - v�J"".. = 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;Encl., qj ;�(v::GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 STATE OE ++ 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 R�GRID?. �) �� 'Will Yt between the bottom chord and any other members. / ""'' \ 5)Bearing at joint(s)8,6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify /77///�N A` \\ capacity of bearing surface. ///1 I I I I 1 1\N 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 8=642,6=759. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1092 lb down and 469 lb up at 2-11-12,869 lb down and 244 lb up at 4-11-12,and 869 lb down and 241 lb up at 6-11-12,and 869 lb down and 238 lb up at 8-11-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 12)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Continued on page 2 April 24,2011 t 8 A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for an individual building component. - - - - Applicabiliy of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/PII 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. J � 1 lob 'Truss Truss Type Qty Ply 19695486 156960 T19 GABLE 1 1 Job Reference(optional) BuNders FirstSource, JacksonviNe,F132244 7.350 a Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:29:14 2015 Page 1 ID.CDOscCGWn8XZVAVpn5vuYyWAzb-4gjFi2YRVURrOTPsC1 AljLveXxRHHuFwaJ?mizNTzp I -2-0-0 I 8-2-8 I 16-5-0 18-5-0 2-0-0 8-2-8 8-2-8 I 2-0-0 :.:'ir Scale=1:35.0 4x5= 8 2x4 II 2x4 7 II all g 7.00 12 2x4 11 2x4 II 10 ,:i ogi. ' -fix 6 2x4 II 2x4 II , � 11 •_ .aig&iS ■ 441,I 11111 IF 5 3x4 ' 3x4*2x4 I I 2x4 I I .. . - � �• 12 4 13 lehillillb... .1.4.41.10.14 a 1 00000,1d. • B1• • a 15 5x6 II 24 23 22 21 20 19 18 17 16 5x6 II 3x4= 1 3x4 = 2x4 I I 2x4 I I 2x4 I I 2x4 I I 5x6= 2 x 4 I I 2x4 I I 2x4 I I 2x4 II I 16-5-0 I 16-5-0 Plate Offsets(X,Y): f2:0-3-8,Edgel,f2:0-1-9,Edae),f14:0-3-8,Edgel,114:0-1-9,Edge1,f20:0-3-0,0.3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.03 15 n/r 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.04 15 Nr 120 BCLL 0.0 • Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 14 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:100 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS All bearings 16-5-0. (lb)- Max Horz 2=-176(LC 10) Max Uplift All uplift 100 lb or less at joint(s)20,21,22,23,24,19,18,17,16 except 2=112(LC 12), \\, 1 1 1 I I 1////// 14=-133(LC 13) \\\ k, S S•k' .,/ Max Gray All reactions 250 lb or less at joint(s)2,14,20,21,22,23,24,19,18,17,16 \ _`\,\V.• •• . 4 /, .. ,GENs • •.�� i FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. i NOTES (1012) * e 34869 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.Opsf;h=18ft;Cat.II;Exp C;Encl., — - ,/, 'AA•}j_�. GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions -rt v�J..-. 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 STATE OF Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. •4)Gable requires continuous bottom chord bearing. -- - �c� •LORIO •' G�\� 5)Gable studs spaced at 1-4-0 oc. ' • ' - /w-S/ •'A''••AI-''..!_� \\ 6)7)TThisrtruss has been designed for a 10.0 e load of 20.psf on the bottom chord inn all any other a live loads. 3-6-0 tall by 2-0-0 wide ////O NI \�`i�\\\\ will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)20,21,22,23,24, 19,18,17,16 except(jt=1b)2=112,14=133. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 12)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard April 24,201! A WARNING-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 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 responsbiliiy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSIITPI1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate institute,583 D'Onofrio Drive,Madison,wt 53719. - 'IS lob Truss Truss Type Qty Ply ' 19695488 156960 T21 Common Truss 1 2 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc Fri Apr 24 1429:15 2015 Page 1 I DwC DOscCG WnBXZVAVpit5vuyy WAzb-YsGd W NZ4gBZied_2mkW P Iwu3bx9JOba09ESYJ8zNTzo 4-4-1 } 8-2-8 I 12-0-15 I 16-5-0 4-4-1 3-10-7 3-10-7 4-4-1 4x6 I I Scale:318"=1' 3 7.00 12 2x4 \\ 2x4 // N 2 4 -#,1-##�#u . . • 1 5 m 10 9 10 8 11 7 12 6 13 14 15 0 3x6 = 6x8 = 4x6= 6x8= 3x6= i 5-7-8 I 10-9-8 I 16-5-0 I 5-7-8 5-1-15 5-7-8 Plate Offsets(X,Y): 16:04-0,0-4-41,18:0-4-0,0-4-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.09 1-8 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.17 1-8 >999 180 BCLL 0.0 • Rep Stress Ina NO WB 0.59 Horz(TL) 0.03 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 179 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-6 oc purlins. BOT CHORD 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 1=3257/0-3-8 (min.0-2-4),5=3554/0-3-8 (min.0-2-7) Max Upli 1=- 42(L 5) \\\ f,r Max Uplift 1=-942(LC 8),5=-947(LC 9) 0\1111110, Max Gray 1=3859(LC 2),5=4179(LC 2) \\-` \Cj• S,Ir 4.(••,, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ` -' V\(',ENS!\'•.• r$ �/ TOP CHORD 1-2=5728/1383,2-3=-5630/1403,3-4=-5607/1382,45=-5706/1363 BOT CHORD 1-9=1205/4899,9-10=1205/4899,8-10=-1205/4899,8-11=757/3343,7-11=757/3343, - * •• * i 7-12=-757/3343,6-12=-757/3343,6-13=-1128/4879,13-14=-1128/4879, / a 34869 — 14-15=1128/4879,5.15=1128/4879 ' r WEBS 3-6=-762/3052,3-8=799/3093 -,/ / I �#�. NOTES (10-12) i „ ll//��//ff�� :• 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: STATE OF . . Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows-2x6-2 rows staggered at 0-5-0 oc. r •..L ORIO P G�\� Webs connected as follows:2x4-1 tow at 0-9-0 oc. / v s \ 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to //// /°N A\.- \\ ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ////1 1 1 1 1 I\\\\ 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=942,5=947. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)933 lb down and 248 lb up at 1-7-12,869 lb down and 209 lb up at 3-7-12,869 lb down and 213 lb up at 5-7-12,869 lb down and 218 lb up at 7-7-12,866 lb down and 215 lb up at 9-7-12,866 lb down and 210 lb up at 11-7-12,and 866 lb down and 207 lb up at 13-7-12,and 869 lb down and 154 lb up at 15-7-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 12)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 Continued on page 2 April 24,201: , t 1 A WARNING.-Veiily dosrgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 BEFORE USE. • Design-valid for use onfywith MiTek connectors.This desigrris based onyupon 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 overaN structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPI1 Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 -- •Safety Information.available from Truss Plate Institute,583 D'Onofrio Drive,Madison,YN 53719. 9 4 lob Truss Truss Type Qty Ply 19695489 156960 T22 Monopdch Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc Fri Apr 24 14:29:16 2015 Page 1 IDwCDOscCGWn8XZVAVpn5vuYyWAzb-03g07jaiRVIYFnZFKS1 erSREYLcVIAUYOuC5razNTzn -2-0-0 1 1-11-0 I 5-0.0 I 2-0-0 1-11-0 3-1-0 3 5x5 = 4 2x4 11 Scale=1:13.7 7 ■ :NI 12 WM 2 MINT.. ■ r " �� 62x4 II 8 5 . 1 2x4 = 3x4= I 1-11-0 I 5-0-0 1-11.0 3-1-0 Plate Offsets(X,Y): 13:0-6-8,0-2-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lot) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.00 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 5-6 >999 180 BCLL 0.0 • Rep Stress Ina NO WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 26 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=164/Mechanical,2=287/0-3-8 (min.0-1-8) Max Horz 2=71(LC 8) Max Uplift 5=131(LC 5),2=154(LC 8) \\\\I I 1 I 1 I///7/ Max Gray 5=193(LC 2),2=345(LC 2) \\\_\\\ ``S S•l 70• FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ■ 'J `J\CENS��\'��<0, , NOTES (9-11) --- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;End., � * / ,fe 34869 GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 — ' /7\ 2)Provide adequate drainage to prevent water ponding. - 7 ,.J/ / 'AA•}r�. Ct•3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. vNJ ..... 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 U (v will fit between the bottom chord and any other members. STATE OF +� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 5=131,2=154. • ss••FLORIOP.•0 •N•6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis'and design of this truss. 7j \� 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)62 lb down and 106 lb up at 77//////11110\‘ /O N A1- \\\ 1-11-0,and 62 lb down and 106 lb up at 4-0-12 on top chord,and 11 lb up at 2-0-12,and 11 Ib up at 4-0-12 on bottom chord. The \ design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-4=44,2-5=10 Concentrated Loads(Ib) Vert:3=-53(F)6=4(F)7=-53(F)8=4(F) April 24,2011 i 1 A, WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER R57ERENCE PAGE MIl•7473 BEFORE USE. Desigrrvalid for use only with MTek 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 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-$9'and BCSII Building Component Boynton Beach,FL 33435 Safety Information•available from Truss Plate Institute,583 D'Onotrb Drive,Msdsonr 11A 83719. - •.. 99 lob Truss Truss Type Qty Ply 19695490 `156960 T23 HIP TRUSS 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc Fri Apr 24 14:29:17 2015 Pape 2 IDwCDOscCGWn8XZVAVpn5vuYyWAzb-VFOOL3bKCpciPtx8Ru9YtNLzMMI(mdUZghdYztN1 zNTzm 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 13)Truss Design Engineer Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 • LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-3=-44,3-5=-44,5-6=44,6-7=-56,11-15=10 Concentrated Loads(lb) Vert:3=39(F)10=14(F)18=-39(F)19=-39(F)20=-39(F)21=-39(F)22=-94(F)23=14(F)24=14(F)25=-14(F)26=-14(F)27=-94(F)28=154(F) • • • A WARNING-Verify design parameters and READ NOTES ON TI;IS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. -Design valid for use only with MiTek connectors This design irbased 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 responsibilllty 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•9 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from-Truss Plate Institute,S83 DYlnotrio Drive,Madison,-WI 53719. lob Truss Truss Type Qty Ply 19895492 156960 • T25 SPECIAL TRUSS 2 1 Job Reference(optional) Builders FirstSaaoe, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MTek Industries,Inc. Fri Apr 24 14:2918 2015 Page 1 I D:wCDoscCG Wn8XZVAVpn 5vuYy WAzb-zRymYPbyz6yGV5jdRs36wZ Wb28CxDOgrrCh CvTz NTzl I 4-1-13 I 8.0-2 I 12-0-0 1Z--9 16-5-0 I 19-1-0 4-1-13 3-10-5 3-11-14 0 - 4-2-7 2-8-0 4x5 — Scale=1:39.2 4 7.00 12 __ - �- 2x4 ".....‘,..i.4k .- ,px,r. . 8x8\ •• 3 �' 5 • 4x5 10 Its NI . 1 14 IN , 6 Cr - Cs 8 15 13 7 0 9 11 3x8 II 5x8 = 5x8 = 1; Y 0 o I 8-0.2 I 16-5-0 1 19-1-0 I 8-0-2 8-4-14 2-8-0 Plate Offsets(X,Y): 11:0.2-8,0-0-21,18:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.14 8-15 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.26 8-15 >864 180 BCLL 0.0 • Rep Stress Incr YES WB 0.31 Horz(TL) 0.12 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight 99 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2"Except" TOP CHORD Structural wood sheathing directly applied or 5-6-7 oc purlins. T3:2x8 SP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 9-10-10 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-5-11 REACTIONS (lb/size) 1=512/0-3-8 (min.0-1-8),7=515/0-3-8 (min.0-1-8) \\\\\%1I111//,/// Max Horz 1=161(LC 8) \•\ S S,K 1,, Max Uplift 1=135(LC 12),7=153(LC 13) -\ -`� •• /, Max Gray 1=606(LC 2),7=610(LC 2) \ .V \LENS -••.∎� FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 2 * * TOP CHORD 1-10=-297/0,2-10=273/8,2-3=-1044/440,3-4=-909/392,4-5=-925/399, / a 34869 — 5-14=-1259/505,6-14=-1794/661,6-7=-390/171 ' BOT CHORD 9-11=124/378,8-11=-214/770,8-15=347/1118,13-15=-391/1040 _-u J. �� = WEBS 4-8=-252/608,5-8=-653/331,1-9=-316/14,9-12=596/276,2-12=-978/439,14-15=0/389, (—kM'• z 6-15=-122/358 ` STATE OF •• NOTES (6-10) •' ,FCORIDP 1)Unbalanced roof live loads have been considered for this design. r •� • \O 2)Wind:ASCE 7-10;Vult=13omph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=i8ft;Cat.II;Exp C;-Encl.; , w A' \ \� GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber ////'�!y A� \\"\ DOL=1.60 plate grip DOL=1.60 //I I I I 1 111 ‘ 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=135,7=153. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard April 24,201l I i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFOREUSE. - • Design valid for use only with MiTek connectors.-This design is based only upon parameters shown,and is for an individual buildng 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 dining construction is the responsibilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Truss Information available from Tns Plate Institute,583 D'0nofrio Drive,Madison.INI 53719. . . . • —. . - -. • G 1 lob Truss Truss Type Qty Ply 19695494 156960 127 Monopitch Truss 1 1 Job Reference(optional) Builders FirstSource. Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:29:19 2015 Page 1 ID:wCDOscCGWn8XZVAVpn5vuYyWAzb-Rd 8lIcakQ476FIq?aaLSm311YZOyXM_4sQmSvzNTzk • I -2-0-0 I 2-11-0 2-0-0 2-11-0 ---r'.._ --:_ _• - •Scale=1:18.4 - 2• II pi 7.00 12 _ 355 % a S^ s 1 imilmrilli111111111111111■._ I '/ 6 4 5 4x5= 2x4 I I I 2-11-0 I 2-11-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.02 4-5 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.03 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 24 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=300/Mechanical,5=441/0-3-8 (min.0-1-8) Max Holz 5=87(LC 8) Max Uplift 4=137(LC 8),5=118(LC 8) 1 1)I I f(i// Max Gray 4=355(LC 2),5=529(LC 2) \`\\`\\\``S S i 7///// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. __ ■`` V NOTES (8-11) iv NCEN$F •• � ,� 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl., * •• * GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 / e 34869 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �t�t 51 ��Y • W will fit between the bottom chord and any other members. �+ WtJ _ 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) -- U STATE CE 4=137,5=118. i `` 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. F \ 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)596 lb down and 167 lb up at �l ° i9.. G\\� 1-6-12 on bottom chord. The design/selection of such connection device(s)is the respons'ibility of others. /// �7 I A 1 `� 8)This manufactured CASE(S) rod�is essiigned as applied individual building component.The suitability or and ouse of this component for any / /I i 1 Al- !, �G\\\` particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 11)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-44,2-3=-44,4-5=10 Concentrated Loads(Ib) Vert:6=-501(B) April 74,201! 4 • A WARNING.Verity design parameters and READ NOTES ON THIS AND INCLUDED MITE;REFERENCE PAGE Ml1-7473 BEFORE USE- -- Design valid teruse only with MrTek connectors.This design is based only uporrparametersehowrr am*is for an individual building component. - Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage.delivery,erection and bracing,consult ANSIRPII Quality Criteria,DSB-89 and BCSl1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onohio Drive,Madison,WI 53711. • . ... . . CC lob Truss Truss Type Qty Pry 19895495 156960 T28 Special Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville.Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc Fri Apr 24 14:29:20 2015 Page 2 ID:wCDOscCGWn8XZVAVpn5WYyWAzb-vq4 Wz5dCVkC_k0t0ZH5a?_bu0yp5hl?8J WAJ_MzNTzj 1.1)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. - 13)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 • • LOAD CASE(S) Standard • • 3!+ - v. • • WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED All TEK REFERENCE PAGE MII-2473 BEFORE USE • ' - • Design valid for use only with MiTek connectors.This-design is based-only-upon paran ters shown,and is for an individual building component. - ..- .- - Apphcability of design paramenters and proper incorporation of component is responsibility of budding 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 overas structure is the responsibility of the budding designer.For general guidance regarding 1109 Coastal Bay rm fabncation,quality control.storage.delivery.erection and bracing,consult ANSIRPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 Donofrio Drive.Madison,VA 53719. - -.. .._ •- - v1 lob Truss Truss Type Qty Ply 19695497 156960 T30 Special Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:29:21 2015 Page 1 ID:wCDOscCGWn8XZVAVpn5wYyWAzb-NOevARegG1KrMYSC7 7cpYB8ygM9SQDPHXAvsWozNTzi I 7-4-13 I 14-4-13 I 16-11-14 I 23-3-3 I 27-8-0 I 7-4-13 7-0-1 2-7-0 6-3-6 4-4-13 Scale=1:48.9 5x6= 7.00 I.2 4 4x6 J'-•-- ^ .31F ..1f*:.. • 3.00 ' 3 • 3x4 = 2 bx12 2x4 II 5 6 i Whim . W P - 141111110 :1 1 III ii :i a10 a, Y 10 9 11 12 8 3x5= 7 2x4 II 6x10 = 3x5= 5x6 = I 7-4-13 I 14-4-13 I 23-3-3 I 27-8-0 I 7-4-13 7-0-1 8-10-6 4-4-13 Plate Offsets(X,Y): [9:0-3-4,0-3-0) • LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) 0.29 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.57 8-9 >573 180 BCLL 0.0 • Rep Stress Incr YES WB 0.95 Horz(TL) 0.10 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:134 lb FT=20% • LUMBER BRACING TOP CHORD 2x4 SP No.2`Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. T3:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-9-10 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS (lb/size) 1=764/0-3-8 (min.0-1-8),7=781/Mechanical I l l l l 1 Max Horz 1=131(LC9) \\il\ ///// Max Uplift 1=-234(LC 12),7—197(LC 13) \\\\ V../ Max S•K /,,,•Max Gray 1=876(LC 2),7=876(LC 2) \■ `' •\CEN$•' L� i� F i FORCES (Ile)-Max.Comp./Max.Ten.-All forces 250(Ile)or less except when shown. ` , TOP CHORD 1-2=-2939/1465,2-3=-2116/979,3-4=2413/1199,4-5=-3038/1373 - * '* BOT CHORD 1-10=-1459/2781,9-10=-1459/2781,9-11=-563/1308,11-12=-563/1308,8-12=-563/1308, / a 34869 7-8=-1050/2437 WEBS 2-9=-857/599,3-9=-934/534,49=-747/1500,48=-688/1569,5-8=-920/505, 7 -0 -./1.� �� ...giEztai -"' ■ 5-7=-2563/1091 N NOTES (8-11) �„ STATE OI • �` 1)Unbalanced roof live loads have been considered for this design. •R �w��, LORIq..••\ 2)Wind:ASCE 7-10;Vult--130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;End., S� \v\� GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lufnber /// 1 \\ DOL=1.60 plate grip DOL=1.60 // O N A1- \\ 3)Provide adequate drainage to prevent water ponding. ////1 1 1 1 1 1\\\\ 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.0psf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 234 lb uplift at joint 1 and 197 lb uplift at joint 7. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 11)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard April 24,201! A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. Designvalid4oc sse only with MTek connectors.Thisdeslgn is based only upomparameters shown,and is for an individual buil6ng component. - - - Appi.cability 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 responsbilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTPII Quality Criteria,DS629 and BCSII Building Component Boynton Beaah,FL 33435 Safety Information available from Truss Plate Institute,583 D•Onotrio Drive,Madison,w1 53719. - --• - - ba lob Truss Truss Type Qty Ply 19695499 156960 T32 Special Truss 1 1 Job Reference(optional) Builders FestSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:29:23 2015 Page 1 IDwCDOscCGWn8XZVAVpn5vuYyWAz -JPltb7f5ofaZbsbbEQtHdcDIU9f3u81a?TOzbgzNTzg • I 7-4-13 I 14.4-13 I 16-11-14 1 19-3-3 1 23-3-14 I 27-8-0 I 7-4-13 7-0-1 2-7-0 2-3-6 4-0-10 4-4-2 Scale=1:48.9 4x5 II 7.00 12 4 4x6 ��� 4x5 — 2x4 II ::,a": 4114�..5.. 3x4= •- 7 3.00 12 3� • . . 1. is • 3x4_ G .• �2 qq a P 1 W r - I N R2 aI o -' 12 11 10 9 g 3x5= 2x4 II 6x10 = 3x8= 6x8 = I 7-4-13 I 14-4-13 I 19-3-3 I 27-8-0 I 7-4-13 7-0-1 4-10-6 8-4-13 Plate Offsets 0(Y): [10:0-3-4,0-3.01 LOADING (psi) SPACING 2-0-0 CSI DEFL in (hoc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.27 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.40 10-11 >813 180 BCLL 0.0 • Rep Stress Incr YES WB 0.88- Horz(TL) 0.09 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:146 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 1=739/0-3-8 (min.0-1-8),8=739/Mechanical Max Horz 1=151(LC 12) 1 1 1 '// Max Uplift 1=229(LC 12),8=205(LC 13) \\\,\%11 ////////Max Gray 1=876(LC 2),8=876(LC 2) \s uS S•/( ` / FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ��\,./ \CEN4. ••�� i TOP CHORD 1-2=2779/1435,2-3=-1904/955,3.4=-2201/1188,4-5=1725/897,5-6=1427/725 `` i BOT CHORD 1-11=-1537/2694,10-11=-1537/2694,9-10=-628/1221,8-9=-479/881 - * * WEBS 2-10=910/593,3-10=-917/559,4-10=-789/1387,4-9=-281/585,5-9=-1016/555, / a 34869 6-9=352/780,6-8=1195/657 NOTES (8-11) N 1)Unbalanced roof live loads have been considered for this design. Ij • t(/ 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;Encl., STATE OK GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber F �N DOL=1.60 plate grip DOL=1.60 S LORI©P,• \� 3)Provide adequate drainage to prevent water ponding. /// W -A \\� - 4)This This truss has been for for a 10.0 psf bottom chord live load a load of 20.0 sf on the bottom hordrin all areas h nwhere live loads. le 3-6-0 tall by 2-0-0 wide ///'/1 g I I I \\\\ 9 P rig Y will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 229 lb uplift at joint 1 and 205 lb uplift at joint 8. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 11)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard April 24,201; A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 BEFORE USE. - Design valid for use only with MiTek connectors.This design is based only upon parameters shorn,and is for arrindividual buildingcomponent. - .. ^- '.,. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsbilliy of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSIIIPN Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Prate Institute,583 D'Orotrio Drive,Madison,W 53719. •..... . . V✓ lob Truss Truss Type Qty Ply 19695501 156960 • T34 Special Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 • 7.350 s Sep 27 2012 MiTek Industries,Inc Fn Apr 24 14:29:24 2015 Page 1 ID:wCDOscCGWn8XZVAVpn5vuYyWAzb-nbJ1 pSgjZyiQDOAno7AW9gmRcZB4db3jE78X77zNTzf . I 7-4-13 I • 14-4-13 I 4 16-11.14 1 20-4-11 I 27-8-0 I 7-4-13 7-0-1 2-7-0 3-4-14 7-3-5 ,.:.d r:4 s A O. :^'q aScale=1:48.9 455 I I 7.00 Fri 456% • .�,��{c��.., 3.00 12 31 t< 5x1 5 2 = .- �w t 8 2 r� M. via I .� M R1 • M R? 3x5= 10 9 8 7 2x4 II 8510 = 3x4 = 858 = I 7-4-13 I 14-4-13 I 20-4-11 I 27.8-0 I • 7-4-13 7-0-1 5-11-14 7-3-5 Plate Offsets(X,Y): (9:0.3-4,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/detl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) 0.28 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.42 9-10 >781 180 BCLL 0.0 • Rep Stress Incr YES WB 0.89 Horz(TL) 0.10 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:140 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-7 REACTIONS (lb/size) 1=741/Mechanical,7=741/Mechanical c� /� Max Horz Max Uplift 1=1231(C112),7=-203(LC 13) \\�\\�I �?!'`,//////// Max Gray 1=879(LC 2),7=679(LC 2) \\ z , FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `� NCENS ••, '. TOP CHORD 1-2=2837/1462,2-3=-1950/971,3-4=-2252/1206,4-5=-1997/1025 BOT CHORD 1-10=1534/2733,9-10=-1534/2733,8-9=-612/1230,7-8=811/1634 WEBS 2-9=-924/605,3-9=-931/564,4-9=-793/1424,48=-387/770,5-8=579/372, * ! a 34869 ' 5-7=-1749/864 — I /'� r#�. NOTES (8-11) - ∎ J...... j 1)Unbalanced roof live loads have been considered for this design. U Z(/, 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., STATE O( GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber r p '���\ DOL=1.60 plate grip DOL=1.60 ss'•••QR1QP '• V .' 3)Provide adequate drainage to prevent water ponding. • /// / 'A'•n 'V�\\� 5)This This truss has been des gned for a 10.0 e load of 20.psf on the bottom cho d inn all areas where live loads. rectangle 3-6-0 tall by 2-0-0 wide //,//'I111`0 �\`\ will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 231 lb uplift at joint 1 and 203 lb uplift at joint 7. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 11)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard ApriL24,201: A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. • Design valid for use only with MTek connectors:Ttdsdesigrr is based only upon-parameters id s.n,end is for an individual budding component. '. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responseillity 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 ANSVTPI1 Quality Criteria,DSB419 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 t7Dnokfo Drive,Madison,V11153719. ._- • . '•" " • 1 lob Truss Truss Type Qty Ply 19695503 S5g960 T36 Special Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc Fri Apr 24 14:29:26 2015 Page 1 ID:wCDOscCG Wn 8XZVAVpn5vuYyWAzb-k_RoD8iz5Zy8 SJ KAVYC_F FroYNr75T6OhRddB?zNTZd • I 4-3-2 I 8-4-7 I 12-7-9 1 16-11-14 I 24-4-11 1 27-8-0 I 4-3-2 4-1-6 -4-3-2 4-4-4 7-4-14 3-3-5 S• =' - Scale=1:48.6 at ^. - .. • 7.00 FE - 5 •.�__. m ar, 'rs..7'- ` _•°L:•V .ate, ti .j, '3'tl►.:1!! ` ?,w_c ': 2x4 II 3x8 = 2x4 1! 4x12 : 1 2 3x. K 'h 4x5 = 4x1-2-= c. 8 it --1111.7r10111111M11 e? 1s 15 18 14 13 12 11 10 9 8 6x8= 2x4 II 3x8 = 4x6 = 5x8= 5x12= 2x4 II 2x4 I I 1 4-3-2 I 8-4-7 I 12-7-9 16-11-14 1 24-4-11 1 27-8-0 4-3-2 4-1-6 4-3-2 4-4-4 7-4-14 3-3-5 Plate Offsets(X,Y): 19:0-3-8,0-2-81 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) -0.22 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.47 9-10 >701 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.99 Horz(TL) 0.09 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 161 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. T3:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-10-0 oc bracing. BOT CHORD 2x4 SP No.2'Except* WEBS 1 Row at midpt 6-10 B1:2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS (lb/size) 15=932/Mechanical,8=795/Mechanical �\\0\11111//i``C /// Max Horz 15—105(LC 4) \\\ V 7 S./� //j, Max Uplift 15=-459(LC 8),8—238(LC 9) �\ `\� • ••4A,',•Max Gray 15=1102(LC 2),8=943(LC 2) 'v 10ENS .•••�� �� FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2388/797,3-4=-2388/797,4-5=-1490/415,5-6=1541/420,6-7=-2551/644, * / a 34869 • 7-8=-881/222 I r BOT CHORD 15-18=-607/1569,18-19=-607/1569,14-19=607/1569,14-20=-607/1569, _ ,-/j 4 I ft = 13-20=-607/1569,12-13=-753/2506,11-12=-753/2505,10-11=-755/2508,9-10=-684/2674 i WEBS 2-15=-1855/720,2-14=-151/308,2-13=-219/978,4-13=-372/0,4-10=-1489/532, fj 41 5-10=-295/1098,6-10=-1437/463,6-9=-840/272,7-9=-655/2586 .. STATE OP •FCORION •'• �` NOTES (10-13) SS, `�• - 1j Unbalanced roof live loads have been considered for this design. "// / l ��\■ 2)GCpi=0518;MWFRS(envelope);Lumber(3-second gust)60 plate grip DOL==D 60 2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl., ///11/11111%\‘‘ N A'- %\ 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 459 lb uplift at joint 15 and 238 lb uplift at joint 8. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)10 lb down and 40 lb up at 1-11-4,and 10 lb down and 40 lb up at 3-11-4 on top chord,and 12 lb down and 55 lb up at 1-11-4,and 12 lb down and 55 lb up at 3-11-4,and 345 lb down and 147 lb up at 5-10-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 10)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 12)Truss Design Engineer,Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 13)Use Simpson HTU26 to attach Truss to Carrying member Continued on page 2 April 24,201• •t • ® WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters-shown,and is for an individual building component. - ._ •_ .--- ,. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsieillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435 • •• • Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,NA 53719. Q�_ W lob Truss Truss Type Qty Ply 19695504 156960 737 Monopitch Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc Fri Apr 24 14:29:26 2015 Page 1 I D:wCDOscCG Wn8XZVAVpn5vuYyWAzb-k_RoD8iz5Zy8 SJ KAVYC_FForON?v5irOh RddB?zNTzd , I -2-0-0 I 1-11-0 I 5-0-0 I 2-0-0 1-11-0 3-1'0 e iris r~ - _ 4 2x4 11y. - Scale=1:13.7 3 - 6 • 4x5�■ ■ 11.16._„„lis,..„ ,„-.-.. . .._ __. 7.00 — _.,i_ y...ta. NEM ri:... • :----'7-::: it MIMIIIIIIII.MIMIMIMIIII6iaIMIII i 4 _ 7 8 5 2x4= - 3x4 = 1 I 5-0-0 i 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.02 2-5 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.04 2-5 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.04 Horz(TL) -0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) • Weight 25 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS (lb/size) 5=162/Mechanical,2=289/0-3-8 (min.0-1-8) Max Horz 2=71(LC 8) Max Uplift 5=-129(LC 5),2=-157(LC 8) \ 1 1 I I I I j/// Max Gray 5=191(LC 2),2=347(LC 2) \�\ /// vs.S•/c ,[1 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. "` J\' \GEN$ Z, ', i NOTES (9-11) , 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., * .. * - GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 ! pit 34869 2)Provide adequate drainage to prevent water ponding. — f — 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerit with any other live loads. — :/.1 f 'el/6. 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 v�J will fit between the bottom chord and any other members. 0j • l(/ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 129 lb uplift at joint 5 and 157 lb uplift at STATE OF joint2. •••.'�CORIDP //•��' 6)"Semi-rigid pitchbreaks inducting heels"Member end fixity model was used in the analysis and design of this truss. S •••••••.•••_`13 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)62 lb down and 106 lb up at /// S/ \\ The design/selection d 62 lb down such connection lup at 3-10-12 s)os the chord,and 1y lb up at 2-0-12,0-12,and 11 lb up at 3-10-12 on bottom chord. //// NIA ,\\\\\ 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-4=-44,2-5=10 Concentrated Loads(Ib) . Vert:3=-53(B)6=53(B)7=4(B)8=4(B) April 74,201: t • A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE - • Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component... Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsihilliy of the Julius Lee PE. erector.Additional permanent bradngof the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,defvery.erection and bracing,consult ANSUTPI7 Quality Criteria,DS13-89 and BCSI1 Building Component Boynton Beach,FL 33435 • Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. - • Vt, lob Truss Truss Type Qty Ply 19695506 156980 T40 Hip Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,F132244 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Apr 24 14:29:27 2015 Page 1 ID:wCDOscCGWn8XZVAVpn5vuYyWAzb.CA?ARUibst474TvMTFjDnSO 1 CmBBg749W5MBkSzNTzc I 2-8-0 I 7-1-0 I 11-0-14 I 15-0-11 I 19-5-11 1 21-9-0 1 2-8-0 4-5-0 3-11-14 3-11-14 4-5-0 2-3-5 F • _r Scale=1:38.7 6x8= _ 354 = 6x8 3 11 12 4 13 14 i,i n- 5 - _ 7.00 12 r, ...:�:1i:'-.. ��. ti. a... W+ . Ti � 8 2 9+ - 191 I e+ 7 + 5x8 = +U 8 5x8 — 15 16 17 18 19 20 21 22 354 = 4x6 = 3x4 = r Y F. .4 6 2 02 1 2-8-0 I 7-1-0 I 15-0-11 1 21-9-0 I 2-8-0 4-5-0 7-11-12 6-8-5 Plate Offsets(X,Y): f2:0-5-0,Edoel,13:0-6-0,0-2-41.15:0-6-0,0-2-41.16:0-5-0,Edael LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.34 2-10 >747 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.54 2-10 >481 180 BCLL 0.0 • Rep Stress Incr NO WB 0.17 Horz(TL) 0.41 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 109 lb FT=20% LUMBER BRACING TOP CHORD 2x8 SP 2400F 2.0E'Except' TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc purlins. T2:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-15 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS (lb/size) 1=934/0-3-8 (min.0-1-8),7=937/0-3-8 (min.0-1-8) \\\1 1 I I 10/// Max Holz 1=103(LC 5) \\``c �/� Max Uplift 1=528(LC 8),7=547(LC 9) \\\ V S S.K 1/// Max Gray 1=1106(LC 2),7=1110(LC 2) �`\ J\' .... �� , F • `'■ i FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ' , • TOP CHORD 1-2=-489/271,2-3=-2083/1011,3-11=-1987/1043,11-12=-1983/1041,4-12=-1980/1038, 4-13=-1936/1025,13-14=-1938/1027,5-14=-194211029,5-6=-2070/1019,67=-481/254 * / a 34869 ' *• — BOT CHORD 2-15=-981/1965,15-16=-981/1965,10-16=-981/1965,10-17=-1114/2090, �f� — 17-18=1114/2090,9-18=1114/2090,9-19=1114/2090,19-20=-1114/2090, 7 -0 ./.' •• c4 = 8-20=-1114/2090,8-21=-906/1917,21-22=-906/1917,622=90611917 V1/rJ z WEBS 3-10=-191/399,4-10=-229/293,4-8=-275/267,5-8=-231/450 �j • IQ STATE OF ,• Z NOTES (11-13) FLORID P' •' 1)Unbalanced roof live loads have been considered for this design. SS, `��. 2)Wind:ASCL 7-10;Vulte 130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;End., //� 1 • •• G,`\\ GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 7/y O N A1- \\\\ 3)Provide adequate drainage t o prevent water ponding. //'/1 1 I I 1 1\ 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. 6)Bearing at joint(s)1,7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 528 lb uplift at joint 1 and 547 lb uplift at joint 7. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)48 lb down and 123 lb up at 8-0-12,48 lb down and 123 lb up at 10-0-12,and 48 lb down and 123 lb up at 12-0-12,and 48 lb down and 123 lb up at 13-8-4 on top chord,and 181 lb down and 143 lb up at 4-0-12,112 lb down and 52 lb up at 60-12,42 lb down at 8-0-12,42 lb down at 10-0-12,42 lb down at 12-0-12,42 lb down at 13-8-4,and 112 lb down and 91 lb up at 15-8-4,and 185 lb down and 145 lb up at 17-8-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). continued on page 2 April 24,2011 - '®-WARRING-Verity assign parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 5411-7473 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, •- -. - - - .- Applicabiliy 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,VA 53719. 'n} v-1 lob Truss Truss Type Qty Ply 19695507 156960 T41 Hip Truss 1 1 Job Reference(optional) ' Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MTek Industries,Inc Fri Apr 24 14:29:28 2015 Page 1 ID:wCDOscCGWn8XZVAVpn5vuYyWAZb-gMZYegjDcBCrhdUY1 zFSKgwHSAcLZaLJ816kGuzNTzb 2-8-0 I 7-1.0 I 9-1-0 I 13-0-11 1 15-0-11 1 19-5-11 1 21-9-0 I 2-8-0 4-5-0 2-0-0 3-11-12 2-0-0 4-5-0 2-3-5 _ Scale=1:37.3 7.00 12 5x8 4x5= 4 5 T3 6x8 ..-2" , 11 6x8 6 ,,,.00/ . ', . • T4 T1 7 2 1 ii B1 1 I I B1 8 /5x8 = 11 9 5x8 — a 10 3x4 = = 3x8= i IC d 2-8-0 I 9-1-0 1 13-0-11 1 19-5-11 i 21-9-0 I 2-8-0 6-5-0 3-11-12 . 6-5-0 2-3-5 Plate Offsets(X,Y): 14:0-6-0,0-2-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) 0.19 2-11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.34 2-11 >759 180 BCLL 0.0 * Rep Stress Ina YES WB 0.17 Horz(TL) 0.25 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 118 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc purlins. T1,T4:2x8 SP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 8-5-12 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS (lb/size) 6=582/0-3-8 (min.0-1-8),1=582/0-3-8 (min.0-1-8) `,1 i 1 1 I 1/// Max Horz 1=134(LC 9) \\\`` /// Max Uplift 8=151(LC 13),1=-153(LC 12) \\ V� �?.� //j/ Max Gray 8=689(LC 2),1=690(LC 2) \,, " .. .....••���,� F FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=372/164,2-3=1478/622,3-4=1330/610,4-5=-1104/534,5-6=1310/601, * • i 6-7=1454/610,7-8=-369/167 a 34869 BOT CHORD 2-11=-479/1327,10-11=-301/969,9-10=-301/969,7-9=-459/1278 — WEBS 4-11=223/571,5-9=-209/536,3-11=-631/311,6-9=-570/286 -• -I / / 7.NOTES (9-11) %4 STATE OF �� 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=18ft;Cat.II;Exp C;Encl., •F P .•• LORIU •. -• GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber S ••• �� • `•DOL=1.60 plate grip DOL=1.60 //�7S�, /�' �\��\ 4)TProvide s ru s adequate s drainage to for a prevent bottom chord live load nonconcurrent with any other live loads. ,////1 1 1 1 1,1 \\\\ 9 psf nY 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)8,1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 151 lb uplift at joint 8 and 153 lb uplift at joint 1. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard April 94,201 t • A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII•7473 BEFORE USE. •- Design valid for use Wraith MTekconnectors.-This design is based only upon parameters shown.an&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 overas 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,D56-89 and BCSI1 Building Component Boynton Beach,FL 33435 - ••- -Safety Information available from Truss Plate Institute,583 Donofrio Drive,Madison,W 53719. 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