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Plans (37) A 5 7---,2_0 l 2---- U oU 3(j . 38'-0" 1 Ci 2,/ ( S tti /441P '-0" 10'-6" 25'-6" ry ALL HANGERS MUS26 `' ') :F 15'-41/4" ° C6 ' C5 EN \k 3. • - 410174_ 2�. N �. ". C4 (6) -g-,, , / . .t_,__________ __ _ O O u il_ G 9:12 b M 9:12 C3 (4) CNI PLANES THRU v " 7:12 HAND , 4 7:12 CUT C2(4) r . m ...C1._. .. ..._ .. .. \ ,,, „ .. . \ , \ / B2 (3) 16-6" 9:12 9'.-0" ,- N9:12 9:12 '' \ A3 (4) 0'-71/2" HAND z . .. 01 \I 6.5 12 N "' CUT 0'-7 /2" 1 J. zzr N 6.5:12 A2 (3) 90 .... :44- 4 4 '" 0'- 11/2" 11'-81/2" I 5'-8" I 20'-0" 38'-0° R ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 11/02/11 PLACEMENT R TO TRUSS CALCULATIONS EAND PROJECT TITLE: REVISION-I: ENGINEERED STRUCTURAL DRGWIRGS FOR ALL FURTHER Pale' ' Umber 13537- LENNAR- PAXTON BB INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING } PAXTON BB / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR 7o CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 4LpolVtedu 1ll e /'Nbompiju8. Inc. Custom Software Engineering Manufacturing WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/VVTCA in BCSI, copies of which will be furnished upon request. X GENERAL NOTES, unless otherwise noted: 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2'and 10'o.c respectively unless braced throughout their length by continuous sheathing such as plywood sheathing (TC) and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown+ +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate see ESR-2529 (CompuTrus) and/or ESR- 1311, ESR-1988(MiTek). 3. C.,4 ' �r 4 rt.', a �,1N� o TCS' 17;7$ ORE� N�� v .i. 'hG7S8v ♦ )©FrEG ° flv . . , fR. CP" 1 EXPIRES 6/10/11 1 1 EXPIRES 12/31/11 1 r g- ip) /NIumpusinc. ,_ F g , ' �, `s al g %., ci _ _ ; ...1 fav Vi _ Custom Software Engineering Manufacturing ,:- y -- Gable end trusses that have been designed to support vertical and/or seismic loads sometimes require that their top chords be notched for outlookers. These types of trusses have come under increased scrutiny by the building departments and their field inspectors. The top chord is a critical component in the truss and considerations must be made during the design process to prevent repairs later. Several options are listed below. Option I: For 2x4 Outlookers • For 2x4 Outlookers. • Requires 2x4 blocking between outlookers. .......i...., Do not cut into heel plate X Option II: For 4x2 Outlookers • For 4x2 outlookers. M- .5x3 @ 36" • Notches must be cut with care. • No blocking required. Do not cut into • Same cutting as for common. jheel plate • Shim let-ins at each end for full bearing. Option III: For 4x2 Outlookers-Span<24'-0" • For 4x2 outlookers. • 4x2 blocking between outlookers required. 1-1/2" 'I • N Option IV: For 4x2 Outlookers with full • 4x2 notches must be cut with care. continuous bearing,studs at 16" o.c.,and • No extra measures sheathing material attached to one face . ��gti0 Asiii4, 46 PRo% A. A 3:- co 4, 117,:k cl tg • OREGON ^ ' t illitkillill\. ip L'TC,. R G.��v 17778 �Tl-R. GP�� • AR O IBC 2006/CBC 2007 I EXPIRES 12/31/11 1 1 EXPIRES 6/10/11 A r` AO r , FOR GABLE ENDS UNDER 6'-8'IN HEIGHT GABLE END TRUSS MAY RESIST UP TO 180 LF DRAG LOAD, CampuTrus, inc. "MINIMUM GABLE STUD GRADE-2x4 STANDARD GRADE HEM-FIR PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST Custom Software Engineering Manufacturing 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN ACCORDANCE WITH IBC TABLE 2306,4.5. 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. GABLE END M-2.5x4 / _____ 111 (2) jj 2x4 BRACE AT 16'-0"o.c.OR AT CENTERLINE. ATTACH WITH 16d M-1x3 Typical m w NAILS SHOWN IN I. g a (2) 2x4 STUDS" STRUCTURAL TRUSSES M-2.5x4 16" MAX PLATE P. (2) 1 1 i M-2.5x4 (Spl) HUES" .5�4~�PROF�s� "CENTER BY VENT SIZE IOR OUT CALS VARY OOKER AS REQUIRED BRACING FOR GABLE END /• -Zelli CUTOUT FOR 4x2 OUTLOOKER (1 OREGON ),Z) CUTOUT FOR 4x2 OUTLOOKER 1 1' Q- 1.R. PF' C ' �- EXPIRES 12/31/111 iiri . 3. C.41 , �,�,� OF V�1�1$ i� Q OFF STUD 1x4 ADD-ON.ATTACH OVER STUD C 1 �'�G+ �.� WITH 8d NAILS AT 9"o.c. FILE NO: GABLE END DRAG f yr 14k,±'' �'x L. 4x2 OUTLOOKER DETAILS DATE: 07/23/08 'FY • REF: 25-15 DES: SC n t 17778 IBC 20061 CBC 2007 ��- RA%tSlV�11" A IONAI. [ EXPIRES 6/10/11 J FOR GABLE ENDS OVER 6'-8"IN HEIGHT MINIMUM GABLE STUD GRADE 2x4 CompuTrus, Inc. CONSTRUCTION GRADE HEM-FIR `'e tt.. C.4 , Nipt\ Custom Software Engineering Manufacturing Q`4 SOF N1Asyj4,4tr j-r tt (� hT '' / 6'-0'o.c. MAX M-2.5x4 101 Nil It%4,4 2-0" \\-- 2x4 OUTLOOKER 'YA. 1778 744:).., J 9 11 11 • IONALV _ M-1x3 Typical 1 11 11 I EXPIRES 6/10/11 j ; II ,a 2x4 BRACES. BRACED - - —'- - - AT 6,-0"MAXIMUM N 2x4 STUD" 4�. ,•'`/� f 4.1 M-2.5x4 16",MAX 4. l ED 2x4 CONTINUOUS M-2.5x4 •O QRQF BACKING R F GABLE END TRUSS MAY RESIST UP TO 180 LF DRAG LOAD,PROVIDED �t��i��' �� Ss/D� ATTACHED WITH 16d 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN Y. ACCORDANCE WITH IBC TABLE 2306.4.5, 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO ".';/, �� SUPPORTING BEARING WALL. T• OREGON .''" �T�'y R -,, Ov SHGAEATHINGD TO 2x4 BLOCKS WITH 3-166 NAILS GABLE STUD .0)',... �X" EACH END 6'NAc.c . AT R. C� =MINIIMEMENI EXPIRES 12/31/11 j Mr.Alka: rill.? FILE NO: GABLE END DRAGI 1-16d I I L---2x4 BLOCK 2'166 166 at 24'o.c, DATE: 07/23!08 WITH 2-166 REF: 25-15 DES: SCTOE NAIL 8tl NAILS AT 6"o.c. EACH END. \ 1266 NOTCHED PER 2x4 BRACE WITH 4-16d NAILS 2-16d 24" IBC 2006/CBC 2007 our!ooKER c c 2-16d ~ r V a I 1 ' 1 r i t , I I Y r t G A A inc. DETAIL FOR CONVENTIONALLY FRAMED VALLEY FILL CompuTrus, 1VALLEY JACKS - SPACED 24"o.c.CLEAR SPAN NOT TO EXCEED 8'-0".FOR SIZE AND GRADE SEE END JACK CHART OR RAFTER SPAN TABLE UNDER APPROPRIATE C.S.I. LOADING. Custom Software Engineering Manufacturing VALLEY PADS - 1>60R2-2x4's. JACK POSTS - 2x4's TO BE PLACED UNDER VALLEY JACKS AT NO MORE THAN 8'-0"o.c. AND NAILED TO JACK PURLINS. JACK PURLINS - 2x4x4'-0"SPANNING OVER THREE TRUSSES UNDERNEATH AND PARALLEL TO VALLEY JACKS TO WHICH THE JACK POST SUPPORTS ARE NAILED. RIDGE BOARD - MINIMUM2,e NO.2 HEM-FIR. RIDGE POST - 2x4's TO BE PLACED UNDER RIDGE BOARD AT NO MORE THAN 5-0"o.c.AND NAILED TO RIDGE PURLIN. RIDGE PURLIN - 2x4 WHOSE LENGTH IS 1R THE VALLEY WIDTH AT THE POINT A INDICATED BY A RIDGE POST. J RIDGE BOARD at 24" V 24"o.c. INAILING PER IBC/1RC 2006 �� _ i @@@ g ; Ii TRUSS AT24'o.c. / \ Ridge / \ Purlin END WALL,GABLEEND OR GIRDER TRUSS / \ Ridge Post ,(______I Jack Post Ridge Pu in r / Jack Pudin 1 I I / Ridge I Board SECTION A-A -/ Valley Pad II /L Jack Pudin �� II li � . 1I I Ridge Pudin I 1 Wks I I Jack Pudin II v.1�1 A..(4' ,p� f'�j,Vc"r© �E4 PROF 1 i I �� r. te. - .. t w..4 m z' 1` . o� I Jack Purtin ///' .1 : n- 1 li FILE NO: CALF FILL DETAIL 177?8 • OREGON ^m I` DATE: 01/20/08 ' 'Q ,$(� � r ��4:"srR 6•�� 1 REF: 25,15-1 DES: SC ' SIONIALVI'• 0�,� (fig- R C� IBC 2006/CBC 2007 A (EXPIRES 6/10/11 I I EXPIRES 12131/11 ' SEC): S151509 1 1 e r r I 1 : FOR GABLE ENDS UNDER 6'-6"IN HEIGHT ampuTrus. Inc. "•MINI MU MGABLE STUD GRADE-2x4 STANDARD GRADE HEM-FIR Custom Software Engineering Manufacturing GABLE END + 2x4 Brace at 2'-0"o.c. 8'-0"MAX 1` 1' ' 1 ' (2) M-436M-4)6i 2)N BRACE AT 16'-0"c.c.OR AT M-1 x3 Typical CENTERLINE.ATTACH TH 16d w WI NAILS SHOWN IN(). (2) 2x4 STUDS" L-r— STRUCTURAL TRUSSES M-2.5x4 16" MAX PLATE EA (2) I 1 .4.c....—.4.c....— M-2.5x4(Spl) IA : 1 "�4VD PROpk. CENTER VERTICALS VARY AS REQUIRED BY VENT SIZE OR OUTLOOKER NC" l02 r BRACING FOR GABLE END " `-' CUTOUT FOR 41¢ OREGON�k� OUTLOOKER CUTOUT FOR 4Y2 OUTLOOKER i Ofj, U, " Q ?T R. C1)"?' j i s ! EXPIRES 12/31/11 1 /l 11 • i �OFwAS�rjM '(O- OFF STUD 1x4 ADD-ON. ATTACH OVER STUD WITH Bd NAILS AT 9"o,c. C.� rift., C'" FILE NO: TUDOR GABLE END �-, Z 4X2 OUTLOOKER DETAILS L-, 5 p5 DATE: 07/01/09 • q REF: 25-15 DES: SC IBC 2006/CBC 2007 1 '78AN se- • • 114 IONAL EXPIRES 6/1 0/1 1 I 1 i 0 i r I' J CompuTrus. Inc. TYPICAL HIP OVERFRAMING DETAIL Custom Software Engineering Manufacturing +Install 2X4 bracing at eat top chord areas at Z-0"o.c.unless otherwise noted M-14 AT VERTICALS. UON. 76'-0" ��cs2 �t.�GIN F� 0{ + •> .. #5 ", ' i w.......:Nlivr- 1111;mmilb...ip 1,..., OREGON �°' ‘,...,i.-" c3,,,,Z Ci, a' H-0' #1 #2 #3 #4 #5 • I EXPIRES 12/31/11 j M-1� AT VERTICALS. UON. 12'-0°>3 , 14.1 / M-4,6�'i.-y + + W �\ Hip#3 \` I�- ,.,C Vt. + : - N,iii, C.603 47 .j�r1, r Ci " i.e. 17778 .. ' ' RV+ + + + Ill- 3 •VNAI» 1 > � /�,'Q Hip#1 ® +DM DM OS CR fFf es °° :�\/ \ Hip#2 EXPIRES 6110/11f r FILE NO: HIP OVERFRAMING DETAIL For Truss Details not shown see appropriate CompuTrus design. Note:Flat over framing material to be equal or better ionize and grade of flat portion of structural member. DATE: 07/01/09 REF: 25,15-1 DES: SC IBC 2006/CBC 2007 t CompuTrius. Inc. SIDE VIEW TYPICAL END JACK Custom Software Engineering Manufacturing SEE END JACK SPAN CHART FOR REQUIRED SIZE AND GRADE r. END JACK TOP CHORD DUTCH GABLE TRUSS SETBACK FROM END WALL PER ENGINEERING DUTCH GABLE TRUSS I .� I (EDGER' 14( >I END JACK I ` /�(I Bottom Chord,Use Wedge at Comer / I Members or Where No Ceding is �I _ _ _ _ _ LACKS '\"f'1'"f'1' f'ftOfiF�, II mac �GIN ,�,, 01 r OREGON .c? COMMON TRUSS 1� •d Q 0 ER . (v TTR CfX9� DUTCH GABLE TRUSS I EXPIRES 12/31/111 SIDE JACKS al SETBACK FROM END WALL PER ENGINEERING xT y END JACKS —�.I HIP RAFTER 24"o.c.TYPICAL. R• CA. •FOR SIZE AND ATTATCHMENT REQUIREMENTS SEE ENGINEERING �°I,VOLS41,.�. FILE NO: DUTCH FRAMING hZ i• �'` si t" DETAIL , `, �� DATE: 07/23/08 ;,�,o•„,� REF: 25,15-1 DES: SC % 0 `` -4 f78'Q IBC 2006!CBC 2007 .11'to u ' [EXPIRES 6/10/11 ) , , 7NCompuTrus. inc. FRAMING DETAILS WHERE HIP TERMINATION Custom Software Engineering ManufacturingB 4 POINT DOES NOT MEET S4TH COMMON TRUSS. RIDGE COMMON TRUSS—V I if COMMON TRUSS,.' _ SHAPED BLOCK _ COMMON TRUSS BLOCK; , I EXTENDED TOP CHORD SECTION 11-SHAPED L. 11, _ CROSS #4 r-- ROSS BLOCKBLOCK HIP I HIP RAFTER 1+ _.,,.__, j[ RAFTER I 't � #3 I A-A #2 1 #1 HIP GIRDER TRUSS j___' A EXTENDED END END JACK BOTTOM CHORDS SETBACK FROM END WALL AS SPECIFIED ON ENGINEERIIYR, • EXTENDED END �'`��"-�'' JACK ,. #1 #2 #3 #4 COMMON END JACK TRUSS —j - ,SETBACK FROM END WALL AS SPECIFIED 110.1 ON ENGINEERING ' NAS 2,4 Vertical at �3SD PROFFS p�C hrj,� © •��:� ��-4 0 o.c.t,Piral FILE NO: CALIF HIP DETAIL ��• GINE S'ip CSO t'' 2I1 DATE: 07!23/08 i, F1) Y `5 �i y.,..,-%, z HIP TRUSS See Engineereirg far Details REF: 25,15-1 DES: SC " +�� -^ art IBC 2006/CBC 2007 _r.:. / • OREGON �`° q / C�j, ti"' ...1 � 17778 SEQ: S151508 It 0 09,., 6• cv . 4 ISl�`X �3�[''s * 2x4 LATERAL BRACING AS SECTION A-A TT l4• C�c� ION SPECIFIED ON ENGINEERING I EXPIRES 12/31/11 1 [EXPIRES 6/10/11 j 1 , 1 • , ' Is GompuTrus, inc. CUTOUT FOR 2x4 Custom Software Engineering Manufacturing { G4 PRQF I ADD-ON SAME SIZE AND , 'OFF STUD" �\�S��(,INfi�FS`rjOy GRADE AS TOP CHORDtr 9 WITH 16d NAILS AT 12"O.0 --�,_1 L z ' 1" LUMBER SPECIFICATIONS: -.ti OREGON 2X4#2 DF-L CHORDS ADD ON SPLICE TO OCCUR (n C?� o „J 2X4 STD. DF-L STUDS AT PANEL POINTS WITH t Or3cR�,N. v CLUSTERS 2-16d NAILS R. Cix I EXPIRES 12/31/111 M-4x4 4 OUTLOOKERS PER DETAIL (1/4"MAX OVERSIZE CUT) • M-1x3 ONE SIDE AND(2)14 GA 2" 2x4 CONST.DOUG. :111110014... STAPLES ON OTHER SIDE FIR AT 32"O.C. 2x4 BLOCK w'3-16d EACH END r. MINIMUM GRADE CHORDS i' ;� LW:0MM M-5x6 AND STUDS 2'_p" I P 4-16d ' Ilik M-3x6 MIN.OR USE 00 c:1'. TRUSS SIZE AS ON o�� —_ TRU5S � pS i O� BALLOON FRAME BEARING WALL TO fs ISCISSOR BOTTOM CHORD i� SCISSOR GALE OS"Y Y END FRAME 11 I; v, A Y Y Y 16d AT 24"O.C. 2x4 CONTINUOUS BACKING WITH 16d NAILS AT 24"O.C.TO WALL PLATE BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY OF TFE ARE SUGEGEST ONS ONLY AND ARE NOT INTENDED TO BEINEER OF RECORD. DETAILS ON THIS PAGE . , S J ,, UTILIZED WITHOUT THE BUILDING ENGINEER'S APPROVAL. 0�SOF WAIN, 7O — I 1'•;; Z. L"'' SECTION A FILE NO: SC GABLE END ' DATE: 07/01/09 REF: 25-1 DES: SC 17778 dr r Sre10 IBC 2006/CBC 2007 41'iONN.. 5 I. EXPIRES 6110/11 J " 1 a , l It a ' a a CampuTc'us. Inc. A) 2x4 Post attached to each truss panel point and over head purlin with 2-16d nails. Custom Software Engineering Manufacturing B) 2x4 No.1 Hem Fir or No.2 Doug.Fir purlin at 4'0"o.c, p C) 2x4 No.1 Hem-Fir or No.2 Doug.Fir stiffener attach to post with 3- S`� 16d nails. • Ov INAS 4, Q D) lip Truss No.1 setback from end well as noted on truss design. : . �wSlitc? 0j, r E) Extended end jack top chord(typical). i!} y� ' , t ' ' I I III II II II Ns F) Common truss. /G) Hp Corner Rafter. r,.:,•Xr IIIfI I)Au 11A` M 2x4 Continuous lateral bradng. • +Q1`'SFSt., �� II :BI - !) Extended bottom chord. Alr, i I III till Il B i EXPIRES 6/10/11 I. I 11 III n� 1 I II 11 r F- 4 . e � ,I ° .III �i,III • e • ,: II�II A .I I 1 i J Section Y O.I 'f 01. Y ��FD PROFFS ��77�..�. je ��GINs s. `90240000001101.111.11.11.111:1.11 FILE NO: HIP FRAMING DETAIL z• ;• a, H DATE: 07/23/08 z' krz_", REF: 25,15-1 DES: SC It• OREGON ° C'r .`` IBC 2006/CBC 2007 0 n,9ER ''Q Section X Tr R �' . ccs. 1, Setback j, ftp Truss at 24"o.c.(Typical) 1 EXPIRES 12/31/111 • t , 1 • ' 0 . • 1 1 A Compression web bracing shown on Comp uTrus designs is to resist buckling of those webs. An COmpuTi'us. Inc. alternate method to brace the 2x4 bracing shown on a single member truss is to attach'T"bracing. T bracing is a 2x member placed flat on the web as shown in the figures. Custom Software Engineering Manufacturing 1-2x4 Brace Required 2 or 3-2x4 Braces Shown See appropriate CompuTrus Engineering See appropriate CompuTrus Engineering 2x4 T Brace 2x6 T Brace ><A/ 2x4 T Brace X-4--Web �--Web /1 -4--Web �0gtfl PROFF�,41, ct- 4, le 11111 .. iii • �Z01/1" The T brace must be at least 80%of the web length and is attached with 10d nails at 6"o.c.throughout. • OREGON ' "-/`' aTypical at trusses 24"o.c.only. Illt QUER 6' ~ O? �6 If a 2x4 or 2x6 web requires a single brace,a 2x4 Tbrace maybe substituted. If a 2x4 or 2x6 web requires R �� 2 or 3 braces,a single 2x6 T brace or a 2x4 T brace attached to the top and bottom of the web may be substituted. The T brace(s)must be of equal or better material than the web. XPIRES 12/31/111 It. C,� Trusses at 24"o.c.typical qtr, �+� Restraint required at I _ p each end of brace ,' Brace must be 80%of cd riol t; ?�' Z and at ZO'intervals. the length of the web. I • 17778 2x4 lateral brace with \, 't., 'eirs•r \èè. 2Refng2x4 T Brace wnails at 6"o.c. EXPIRES 6/10/11 i_ 1 "I a`/- FILE NO: Lateral Brace Detail _ LAI i 1GATE: 07!23/0811 imp ---IIIIII.""MINIMOngnmnmwnjtumnm-----------:-, - _ — ------_ SEQ: 2787671 IBC 2006/CBC 2007 i Lateral Brace I I Alt. Lateral Brace i ' IIIIllhillhIII LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF C,nn,cIopa (or no xrdes = CompuTrus, Inc TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. M,M2OHS,M18HS,M16 = MiTek MT series Refer to CompuTrus gable end detail for complete specifications. 10-00 10-00 12 -1 T M-4x4 12 I,/-6.50 � 6.50 3 4 0 --/o 1 5 0 M-2.5x4 M-2.5x4 y y 1-06 20-00 y y 1-06 p, . 30 �i E PROFF JOB NAME : 13537— LENNAR — PAXTON BB — Al Scale: 0.3949 fir#`" , '� r� • . . ' .-=-F 6> L WARNINGS: ` `� ih wt - ( , (4)% � 4 ` GENERAL NOTES, unless otherwise noted: 1� ` 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown.Review 10 L� t' r a Truss : Al and Warnings before construction commences. and approval is the responsibility of the building designer,not the •'` ' iii' '� i. 2. 2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. A DES. BY: LA 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at �/ stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c,respectively unless braced throughout their length by l ,.>: npp, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). QR` N DATE: 11 /3/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown++ f.. V 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 24243 �/1 V) SEQ. : 5010362 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, Si orf ` design loads be applied to any component. and are for"dry condition"of use. > jI v T �" w`� TRANS I D: 32505 9 6. Design assumes full bearing at all supports shown.Shim or wedge if �1 5. CompuTrus has no control over and assumes no responsibility for the necessary. f�r fabrication,handling,shipment and installation of components. 7• •Design assumes adequate drainage is provided. r®7�1A�+ ' J l// /1/�j 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 1//2 `/ III VIII IIIA VIII Alli VIIII III IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 7/// ` ' '1 EXPIRES 6 f30/ ( ) 9. Digits icindicatensize P plateein inches. cvam. (CompuTrus) p ) f /5/�3CompuTrus, Inc.Software 7.6.2 1L-E 10.For basic connector late demi n values see ESR-2529 Com uTrus `fj and/or ESR-1311,ESR-1988(MiTek). III1IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/GDf/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -47) 45 2- 8=(-387) 1010 3- 8=(-316) 192 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1241) 514 8 6=(-387) 1010 8 4=( -51) 558 WEBS: 2x4 DF STAND 3- 4=( -928) 309 8- 5=(-316) 192 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=( -928) 309 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1241) 514 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -47) 45 OVERHANGS: 18.0" 18.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connec 8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -151/ 936V -135/ 135H 5.50" 1.50 DF ( 625) 20' 0.0" -151/ 936V -135/ 135H 5.50 1.50 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.009" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = 0.008" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.031" @ 10'- 0.0" Allowed = 0.954" MAX TL CREEP DEFL = -0.073" @ 10'- 0.0' Allowed = 1.272" MAX LL DEFL = 0.009" @ 21'- 6.0" Allowed = 0.150" MAX TL DEFL = 0.008" @ 21'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.015" @ 19'- 6.5" 10-00 MAX HORIZ. TL DEFL = 0.024" @ 19'- 6.5" '1 10-00 T 'I Design conforms to main windforce-resisting 5-03 4-09 4-09 5-03 system and components and cladding criteria. T '1 T Wind: 110 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, 12 12 Enclosed, Cat.2, Exp.B, MWFRS, 6.50 / I IM-4x4 \I 6.50 interior zone, load duration factor=1.6 4.0" 4 ,F--a( 1 . M-1 .5x4 M-1.5x4 35 �11.11111111°......./ f- < O PROI (Si -- i : Ct.. fliit„i . I '. litc 0 o OR eel') 40 8 a "G 1.00".°111.°11.11......11111.°-,. M-3x8 M-2.5x4 7 0 `tif, ` >t) 26.41 ,ICY' y 10-00 10-00 EXPIRES «ol1)- y 1-06 20-00 1-06 JOB NAME : 13537- LENNAR- PAXTON BB - A2 '� w ='` �`��o Scale: 0.2949 111k i k1� , �0 , WARNINGS: GENERAL NOTES, unless otherwise noted: T '[ 1 x 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown.Review ±A. Truss : A2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the y 2. 2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. . ..' DES. BY: LA 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by !I/ ', ;61.-4° DATE: 11 /3/2011 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). .. ---' P Y 9 3. 2x Impact bridging or lateral bracing where shown++ ''�y hh�j,� 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ra `r�L id SEQ. : 5010363 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, ( 'v TRANS I D: 325059 design loads be applied to any component. and are for"dry condition"of use. ''�'.'n �y - S. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if SI�/1V fabrication,handling,shipment and installation of components. necessary. // � AL 6. This design is furnished subject to the limitations set forth by7. Design assumes adequate drainage is provided. , tionam 1111111 11111 11111 11E IIIII IIIII 111111111 liii 8. Plates shall be located on both faces of truss,and placed so their center TPs i BCSI,copies which will furnished upon request. lines coincide with joint center lines. 9. its indicate size of CompuTrus, Inc.Software 7.6.2(1 L) E late in inches. 0.For basic connector plate design values see ESR-2529(CompuTrus) ! and/or ESR-1311,ESR-1988(MiTek). -- IIIIIIIIIItIOI This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" TC: 2x4 DF #1&61-R LOAD DURATION INCREASE = 1.15 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BC: 2x4 DF #1&BTR 1-2=(-185) 184 5-3=(-273) 348 1-5=(-121) 74 WEBS: 2x4 DF STAND 3 4= 45 52 SPACED 24.0" O.C. ( 4 ) 388 5-2=(-308) 190 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 18.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -56/ 370V -166/ 126H 5.50" 0.59 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 0.0" -94/ 497V -166/ 126H 5.50" 0.79 DF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.009" @ 10'- 6.0" Allowed = 0.150" For hanger specs. - See approved plans MAX TL DEFL = 0.008" @ 10'- 6.0" Allowed = 0.200" 4-03 4-09 MAX BC PANEL LL DEFL = -0.172" @ 4'- 5.0" Allowed = 0.396" '( f f MAX BC PANEL TL DEFL = -0.103" @ 4'- 5.0" Allowed = 0.528" M-1 .5x4 12 MAX HORIZ. LL DEFL = 0.003" @ 8'- 6.5" 1 6.50 MAX HORIZ. TL DEFL = 0.004" @ 8'- 6.5" A- This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Design conforms to main windforce-resisting system and components and cladding criteria. M-1 .5x4 Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, w Enclosed, Cat.2, Exp.B, MWFRS, r interior zone, load duration factor=1.6 N �� O Lr) Imaimmimmimmimmimimmimimin„. .:, ,, .,,_ _..„. . it„ - 4., . , **5 pi O x r.a '... i ' M-2.5x4 M-2.5x4 4 �� I II OR e e N qs C . '261V�' <<� . y y y8-08-08 r//v7/fl 9-00 1-06 ;21;:311.1111;::::.;/..., J0JOB NAME : 13537- LENNAR - PAXTON BB - A3Scale: 0.4633 .WARNINGS: GENERAL NOTES, unless otherwise noted: .2. 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown.Review ' " Truss : A3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2. 2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t t/ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 11/3/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown++ SEQ. : 50103644. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. Q dc•r�4 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, 31 N�` design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 325059 6. Design assumes full bearing at all supports shown.Shim or wedge if sONAl. 5. CompuTrus has no control over and assumes no responsibilityfor the 1//92/1 .. `"f fabrication,handling,shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. ti 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center TPI/V1/TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES pj�� ff I2, I 111111 11111 11111 ILII 111111111111111 liii IIII CompuTrus, 9. Digits indicate size plate design values see ESR-2529(CompuTrus) t Inc.Software 7.6.2 1 L E 10.For basic connector and/or ESR-1311,ESR-1 988(MiTek). . 11111111111111 _ LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.0" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. M,M2OHS,M18HS,M16 = MiTek MT series Refer to CompuTrus gable end detail for complete specifications. 8-03 8-03 12 12 M-4x4 9.00 N 9.00 3 illi CD � 41111 4 0 o� ur v 0/0 0 41 0 1 5 M-2.5x4 M-2.5x4 y y y y 1-06 16-06 1-06 JOB NAME : 13537- LENNAR - PAXTON BB - B1 �'� 3� 1,7 - sY Scale: 0.3966 1N 't - 't�' �- ` _, 4! ,�,, IA, .P` Yv - N;.--1 ' GIN6- a WARNINGS: GENERAL NOTES, unless otherwise noted: i 1 ,,� J 1! AA tC! a `4 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown.Review Q Q' Truss : B 1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the T j ;a f, ik / : • -- 2. 2. 2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. ; IL I lit ' 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at �,r f DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (�R; DATE: 11/3/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown++ • rev:..... j ..t' $ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ` 26 `� SEQ. : 5010365 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, 24243 }• design loads be applied to any component. and are for"dry condition"of use. 1� ,cf1�` TRANS I D: 325059 6. Design assumes full bearing at all supports shown.Shim or wedge if Q wIST • 24, �� 5. CompuTrus has no control over and assumes no responsibility for the = .JO \_ fabrication,handling,shipment and installation of components. necessary. (�c. /y 7. Design assumes adequate drainage is provided. "i tt� A� ,. `'�- �1/ 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center . I 111111 VIII 1111111111111111111111111 III!Jill TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 1//12/I 6/30/13• 9. Digits indicate size of plate in inches. +�. �ry�� V�p!p CompuTrus,Inc.Software 7.6.2(1 L) E 10.For basic connector plate design values see ESR-2529(CompuTrus) n' (' / E:�ii'-r f�--S and/or ESR-1311,ESR-1988(MiTek). EXPIRES 2 /$ /3 ...... IIIIfIIIllIllI This design prepared from computer input by PACIFIC LUMBER / JP - LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 2400F LOAD DURATION INCREASE = 1.15 1-2=( -69) 57 2-6=(-189) 570 6-3=(0) 418 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-887) 396 6-4=(-189) 570 WEBS: 2x4 DF STAND 3-4=(-887) 396 • LOADING 4-5=( -69) 57 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 18.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -131/ 912V -158/ 158H 5.50" 1.46 OF ( 625) Connector plate prefix designators: LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 16'- 6.0" -131/ 912V -158/ 158H 5.50" 1.46 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = 0.009" @ -1'- 6.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.026" @ 8'- 3.0" Allowed = 1.039" MAX LL DEFL = 0.010" @ 18'- 0.0" Allowed = 0.150" MAX TL DEFL = 0.009" @ 18'- 0.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.337" @ 12'- 1.5' Allowed = 0.645" 8-03 8-03 MAX HORIZ. TL DEFL = 0.01118" @ 16'- 0.5" 12 12 9.007 11M-4x4 Q 9.00 Design conforms to main windforce-resisting 3 4.0" system and components and cladding criteria. !► Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, al Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 PROFkssf C. f + i�' `�■ f o 1 .1- _ .4. 410 s t�R' e i 1 et, , 1 M-2.5x4 M-1 .5x4 M-2.5x4 cp "Cr 4)'26 4 J- y 8-03 8-03 y EXPIRES 6/30/13 - 1-06 16-06 1-06 P,. JOfi�'>tr°i . JOB NAME : 13537- LENNAR- PAXTON BB - B2 ' w r, �'' C) Scale: 0.3341 40 V lik�t Ao 11 ' WARNINGS: GENERAL NOTES, unless otherwise noted: v ; -.I- 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown.Review Truss : B 2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the '' 2. 2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at j j i DES. BY: LA stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ;1024 2ADATE: 11 /3/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown++ tc+ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. c +jr.r�ttSEQ. : 5010366 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, 31��`3.et.oes,0 design loads be applied to any component. and are for"dry condition"of use.TRANS I D: 325059 p 6. Design assumes full bearing at all supports shown.Shim or wedge if NAL 5. CompuTrus has no control over and assumes no responsibility for the ` fabrication,handling,shipment and installation of components. necessary. //r! 7. Design assumes adequate drainage is provided. r. L` / 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center I 111111 IM!IIIII III!!IIIII IIIII ii 111101 TPIMITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. I /3 9. Digits indicate size of plate in inches. CompuTrus, Inc.Software 7.6.2(1 L) E 10.For basic connector plate design values see ESR-2529(CompuTrus) ,,�_ and/or ESR-1311,ESR-1988(MiTek). IIllhIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 25'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -67) 57 2- 8=(-284) 554 3- 8=(-369) 281 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2- 3=(-808) 470 8- 9=(-152) 184 8- 4=(-158) 563 3- 4=(-656) 330 9-10=(-108) 184 4-10=(-608) 352 LOADING 4- 5=(-121) 159 10- 6=(-104) 121 10- 5=(-409) 308 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-246) 216 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -67) 57 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural vertical members (uon). REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -139/ 809V -72/ 130H 5.50" 1.29 DF ( 625) Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 16'- 0.5" 0/ 295V -152/ 71H 113.50" 0.47 DF ( 625) considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. 16'- 10.6" -227/ 943V -115/ 185H 113.50" 1.51 DF ( 625) 25'- 6.0" -83/ 447V -62/ 134H 113.50" 0.71 DF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.009" @ -1'- 6.0" Allowed = 0.150" 12-09 12-09 MAX TL DEFL = 0.008" @ -1'- 6.0" Allowed = 0.200" ( MAX LL DEFL = 0.020" @ 6'- 5.6" Allowed = 0.779" 6-06-11 6-02-05 6-02-05 8-00-11 MAX LL DEFL = 0.009" @ 27'- 0.0" Allowed = 0.150" MAX TL DEFL = 0.008" @ 27'- 0.0" Allowed = 0.200" '1 MAX BC PANEL TL DEFL = -0.047" @ 3'- 10.8" Allowed = 0.533" 12 9.00 M-4x6 12 MAX HORIZ. LL DEFL = -0.007" @ 25'- 3.8" 4.0 N 9.00 MAX HORIZ. TL DEFL = 0.009" @ 25'- 3.8" M-3x6 "" M-3x6 This truss does not include any time dependent I,� deformation for long term loading (creep) in the .i,, .t,,, total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. M-1 .5x4 M-1.5x4 +2x4 web brace required. Laterally brace to roof diaphragm. - �� 111111111r\ Design conforms to main windforce-resisting M-3x6M-3x6system and components and cladding criteria. M-15x4 M-1 .5x4M-3x6 3 4/ Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, .� M-3x6 Enclosed, Cat.2, Exp.B, MWFRS, ` ' ' interior zone, load duration factor=l.6 M-2.5x4 or equal at non-structural diagonal inlets. M-1 .5x4% M-1 .5x4 Truss designed for 4x2 outlookers. 2x4 let ins of the same size and grade as structural top ,- chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board are. only. o M-3x6 M-3x6 o PR `. II., . , . , o T m ga m /04, 0 1 M-2.5x4 M-4x6 9M-14x6 8 , , 7 0 w0 < �� 1N �,." °. . ft / j1. ,.. Jin. y M-3x6(S) Provide Full Continuous Bearing M-2.5x4 ` 8-07-07 7-09-02 0-06 8-07-07 y C�R' iN ;_ y 10-00 1-06 25-06 y1-06y a�' '� � � l(l3f l/ JOB NAME : 13537- LENNAR - - • j°11*.1 EXPIRES 6/30/13 537 PAXTON BBClC1 Scale: 0.2124 A W i' C� WARNINGS: GENERAL NOTES, unless otherwise noted: + 0 14 "' "• C 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown.Review r . Truss : 1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the : 2. 2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. f 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: LA 3. All lateral force resisting elements such as temporary t and permanent ' 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / .. stability bracing must be designed by designer of complete structure. continuous sheathingsuch as plywood sheathing(TC)and/or drywall(BC).: 11/3/2011 CompuTrus assumes no responsibility for such bracing. P cin 9( ) {- ,V ' P Y3. 2x Impact bridging or lateral bracing required where shown++ SSEQ. : + 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 24243 E Q. : 5010367 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, I51 design loads be applied to any component. and are for"dry condition"of use. G" TRANS I D: 325059 6. Design assumes full bearing at all supports shown.Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. C+ y fabrication,handling,shipment and installation of components. 7. Design assumes adequate drainage is provided. StQTVf�t, .�� 6. This design is fumished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center1//�I` .. . 11111IIIII IIIII IIIII IIIII IIIII IIIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request.ompuTrus, Inc.Software 7.6.2(1 L) E 10.lines coincide with joint center lines. l 0 p Digits indicate size plate in inches. �x '� 113 CFor basic connector plate design values see ESR-2529(CompuTrus) PES a and/or ESR-1311,ESR-1988(MiTek). IIIIIIIIIIIOI This design prepared from computer input by PACIFIC LUMBER / JP - LUMBER SPECIFICATIONS TRUSS SPAN 25'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -67) 57 2- 8=(-485) 1137 3- 8=(-343) 269 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1561) 729 8- 9=(-317) 746 8- 4=(-150) 648 WEBS: 2x4 DF STAND 3- 4=(-1401) 586 9- 6=(-485) 1137 4- 9=(-150) 649 • LOADING 4- 5=(-1401) 586 9- 5=(-343) 269 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1561) 729 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -67) 57 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -183/ 1264V -238/ 238H 5.50" 2.02 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 25'- 6.0" -183/ 1264V -238/ 238H 5.50" 2.02 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.009" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = 0.008" @ -1'- 6.0" Allowed = 0.200" 12-09 12-09 MAX LL DEFL = -0.046" @ 16'- 10.6" Allowed = 1.229" T 1' MAX TL CREEP DEFL = -0.088" @ 8'- 7.4" Allowed = 1.639" 6-06-11 6-02-05 6-02-05 6-06-11 MAX LL DEFL = 0.009" @ 27'- 0.0" Allowed = 0.150" T MAX TL DEFL = 0.008" @ 27'- 0.0" Allowed = 0.200" 12 12 MAX HORIZ. LL DEFL = 0.021" @ 25'- 0.5" 9.00 M-4x6 9 00 MAX HORIZ. TL DEFL = 0.031" @ 25'- 0.5" 4 4.0" Design conforms to main windforce-resisting system and components and cladding criteria. EL Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 M-1 .5x4 \1111M-1 .5x4 3 5 , /Ai . - : d.;;;.(71:1:111:::!':(.1f': 11t1 � 1 OAill 14 r O ` .► so ORS e,N { 01 M-4x4 M-2.5x4 M-2.5x4 =M-4x4 8 °' G,( y °s ° . M-3x6(S) 26. C� y y )- y G�fj J 01��, 8-07-07 8-03-02 8-07-07 //� ��/ y )" y 10-00 15-06 EXPIRES 6130113 , , y y 1-06 25-06 1-06 b.. is 4,j JOB13537- LENNAR- - � w r' NAME : PAXTON BBC2 Scale: 0.2249 '�' l ,,� , ,WARNVII INGS: GENERAL NOTES, unless otherwise noted: l'• �+ 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown.Review Truss : C2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2. 2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. / 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at f J/ '. DES. BY: LA stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 11 /3/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown++ 4SEQ. : 5010368 . No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. q17° 'Mt' SO fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, J!1_. TRANS I D: 325059 design loads be applied to any component. and are for"dry condition"of use. [. t A� 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if Sf{� fabrication,handling,shipment and installation of components. necessary. 1/7V2/1 7. Design assumes adequate drainage is provided. �j 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. � �'� / I 111111111111111111111 11111 llhIIIIIII Jill IIII 9. Digits indicate size p platee si inches. / CompuTrus, Inc.Software 7.6.2(1 L) E 10.For basic connector plate design values see ESR-2529(CompuTrus) ._ and/or ESR-1311,ESR-1988(MiTek). IIllhIIIlIttOI This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 25'- 0.5" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -62) 145 1- 8=(-449) 1016 1- 2=(-1561) 694 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1379) 615 8- 9=(-310) 719 3- 8=( -245) 233 WEBS: 2x4 DF STAND; 3- 4=(-1286) 554 9- 6=(-478) 1112 8- 4=( -117) 531 2x6 DF #2 A LOADING 4- 5=(-1371) 579 4- 9=( -152) 653 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1529) 720 9- 5=( -344) 270 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -67) 57 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LETINS: 3-00-00 0-00-00 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 18.0° 0'- 0.0" -143/ 1149V -218/ 238H 5.50" 1.84 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 25'- 0.5" -183/ 1247V -218/ 238H 5.50" 2.00 DF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.068" @ 2'- 3.3" Allowed = 1.206" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = 0.240" @ 2'- 3.3" Allowed = 1.608" 12-03-08 i2-09 MAX LL DEFL = 0.009" @ 26'- 6.5" Allowed = 0.150" MAX TL DEFL = 0.008" @ 26'- 6.5" Allowed = 0.200" 2-06 3-07-12 6-01-12 6-02-05 6-06-11 MAX HORIZ. LL DEFL = 0.019" @ 24'- 7.0" f T MAX HORIZ. TL DEFL = 0.029" @ 24'- 7.0" 12 M-4x6 12 Design conforms to main windforce-resisting 9.00N 9.00 system and components and cladding criteria. 4.0" 4 ,(;:,f Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 0 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 M-1 .5x4 M-1 .5x4 3 'HM-4x4 * /Alk . . ice ti +'1N tc,` aU r , 1 ,A,. A o ao _ immom c.)/- 8 mm 9 o ti OR' eiN *,,I M-3x6 M-2.5x4 3x6�S M-2.5x4 M-3x4 0 . 1° •: 4)'26,,18 ��,' ,. ) y y y X42) J 4c04 • ///02/// 8-02-12 8-02-12 8-07-01 10-00 15-00-08 EXPIRES 6/30/13 y y y 25-00-08 1 -06 b. 1O JOB NAME : 13537- LENNAR- PAXTON BB - C3 Scale: 0.2210 t1� ) y y y _ 41'4 WARNINGS: GENERAL NOTES, unless otherwise noted: iv ! ietz,:i. ''1: �+ 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown.Review t f' Truss : C3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the truss designer 2. 2x4 compression web bracing must be installed where shown+, g r or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: LA stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r t�-"r^ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •f 24243 DATE: 11 /3/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. b jr.rz�Q SEQ. : 50103 69 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, J 1 °` design loads be applied to any component. and are for"dry condition"of use. A TRANS I D: 325 059 6. Design assumes full bearing at all supports shown.Shim or wedge if S/O A 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. necessary. 1/4/1 6. This design is furnished subject to the limitations set forth by8. Design assumes adequate drainage is provided. 7. lz . 8. Plates shall be located on both faces of truss,and placed so their center I IIIIII 11111 VIII 11111 11111 VIII 11111 tIll Jill TPI/WI-CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES f 9. Digits indicate size of plate in inches. CompuTrus, Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) , and/or ESR-1311,ESR-1988(MiTek). JIIIJIJIflI This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 25'- 0.5" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -643) 439 1- 7=(-989) 1902 1- 2=(-1738) 831 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2158) 1084 7- 8=(-401) 781 2- 7=( -251) 237 WEBS: 2x4 DF STAND 3- 4=(-1091) 557 8- 9=(-483) 997 7- 3=( -716) 1566 LOADING 4- 5=(-1421) 699 9- 5=(-462) 1029 3- 8=( -18) 287 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -67) 57 8- 4=( -405) 216 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 4- 9=( 0) 245 TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 18.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0" -142/ 1041V -218/ 238H 2.50" 1.67 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 25'- 0.5" -184/ 1164V -218/ 238H 5.50" 1.86 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12-03-08 MAX LL DEFL = 0.127" @ 7'- 5.4" Allowed = 1.219" 12-09 MAX TL CREEP DEFL = -0.245" @ 7'- 5.4" Allowed = 1.625" T MAX LL DEFL = 0.009" @ 26'- 6.5" Allowed = 0.150" 5-11 -08 6-04 6-02-05 6-06-11 MAX TL DEFL = 0.008" @ 26'- 6.5" Allowed = 0.200" MAX HORIZ. LL DEFL = -0.094" @ 24'- 7.0" 12 12 MAX HORIZ. TL DEFL = 0.129" @ 24'- 7.0" 9.00 V M-5x6 N 9.00 50" Design conforms to main windforce-resisting 3 . system and components and cladding criteria. AI Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 - M-3x4 M-2.5x4 - 4 • ' 4A11L4 M-1 .5x4 ,es 44 M-7x ..c," .. , OS M-4x6 rC� yG1N 4, . ' . r` I l ac t r. • r cy__ Stiore Cr, II M-5x6 M-1 .5x4 M-3x4 • O ."'. OR, coN it 4.50 4.50 gam. ° ,�`�. 12 12 , _26.'ti ,‹ 7-05-06 7-05-06 5-00-07 5-01-05 - ///2///. y y y y )- 7-05-06 7-05-06 10-01-12 1-06 E};PiRES 6/30/13 y y 25-00-08 t . 1: • 1� 117 JOB NAME : 13537- LENNAR - PAXTON BB - C4 T Scale: 0.2271 rt .�+© "' WARNINGS: r 1 i . GENERAL NOTES, unless otherwise noted: f71 I /+�1 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown.Review e Truss : C4 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2. 2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. �`f r 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at • f l DES. BY: LA stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 11 /3/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown++ �y sq 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. i^Q , 1S i SEQ. : 50103 70 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 325059 6. Design assumes full bearing at all supports shown.Shim or wedge if s10Jti1A], 5. CompuTrus has no control over and assumes no responsibility for the necessary. /( fabrication,handling,shipment and installation of components. 7. Design assumes adequate drainage is provided. ( /�//// 1 ..iw.j ' 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center - 1111111 I11111111111111111111 III!!Ill!IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. MECIUMMIIIIIII CompuTrus, Inc.Software 7.6.2(1 L)-E lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). IIIIIIIIIIIflI This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 25'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -67) 57 2- 8=(-986) 1985 3- 8=(-284) 237 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2461) 1277 8- 9=(-400) 793 8- 4=(-713) 1644 WEBS: 2x4 DF STAND 3- 4=(-2234) 1081 9-10=(-482) 1007 4- 9=( -20) 286 LOADING 4- 5=(-1104) 556 10- 6=(-461) 1039 9- 5=(-404) 216 • TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1434) 698 5-10=( 0) 245 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -67) 57 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" Connector plateprefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 9 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -183/ 1167V -238/ 238H 5.50" 1.87 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 25'- 6.0" -183/ 1167V -238/ 238H 5.50" 1.87 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12-09 12-09 MAX LL DEFL = 0.009" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = 0.008" @ -1'- 6.0" Allowed = 0.200" 6-06-06 6-02-10 6-02-05 6-06-11 MAX LL DEFL = 0.133" @ 7'- 10.9" Allowed = 1.229" MAX TL CREEP DEFL = -0.263" @ 7'- 10.9" Allowed = 1.639" MAX LL DEFL = 0.009" @ 27'- 0.0" Allowed = 0.150" 12 12 MAX TL DEFL = 0.008" @ 27'- 0.0" Allowed = 0.200" 9.00 7M-5x6 N 9.00 MAX HORIZ. LL DEFL = -0.098" @ 25'- 0.5" 4 5.0" MAX HORIZ. TL DEFL = 0.138" @ 25'- 0.5" PO Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 M-1 .5x4 M-2.5x4 is o`v, PR ellb PR M-7x8 6.. �yG%NFc�' o M-3x6 tom ~ o y �� 10 M-5x6 M-1 .5x4 M-3x4 ` 1 I L'\ 9 0 1 • ,"". �,OR tlIN t y X -1 4.50 4.50 l� Q, , OP a'gk` 3 12 12 ' . .. 1 ,� 7-10-14 7-05-06 5-00-07 5-01 -05 y y ), ), y y 1-06 7-10-14 7-05-06 10-01-12 1 -06 EXP4R:S. 613U�13 y y 25-06 WEDGE REQUIRED AT HEEL(S). ©�r, JOB NAME : 13537- LENNAR - PAXTON BB C5 V .Scale: 0.2249 j A 1.d, .. t . -1 WARNINGS: GENERAL NOTES, unless otherwise noted: I� 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown.Review ',. Truss : C5 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 3 2. 2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. j ; 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at f., DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 2424$ DATE: 11/3/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown++ • 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. (0% /STV- SEQ. : 5010371 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, = t design loads be applied to any component. and are for"dry condition"of use. V' TRANS I D: 325059 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if /�/�// J�NAU fabrication,handling,shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. i.; 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXP)RE3 . 111111111111 111111111111 ill CompuTrus, Inc.Software 7.6.2(1 L) E 9.0.orr�basic�connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). �� 111111111111111 LUMBER SPECIFICATIONS TRUSS SPAN 25'- 6.0" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M-1x2 or equal typical at stud verticals. M,M2OHS,M18HS,M16 = MiTek MT series Refer to CompuTrus gable end detail for complete specifications. 12-09 12-09 12 M-4x4 12 9.00 177 3 Q 9.00 N8 R,c�pRpPEs o ' , 4 tr / et ' i llk -1-j .. , 111111110111111111111111KIMIIIIMMIIIIVIIIIIMIIIIIIIIFIt°- e II 4.o ©R' e•N � M-3x6(S) ve/r � M-2.5x4 M-2.5x4 © " 6 () "`2 .S . °C., � 10-00 15-06EXPIRES 6/30113 ., ), J• J, y 1-06 25-06 1-06 JOB NAME : 13537- LENNAR - PAXTON BB - C6Ir r Scale: 0.2749 i , , An i '. ' WARNINGS: GENERAL NOTES, unless otherwise noted: `1•;. �+ 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown.Review 1* A Truss : C6 and Warnings before construction commences. and approval is the responsibility of the building designer,not the '' 2. 2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. j 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at f e/ DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 11 /3/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown++ nh 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 0 t r l SEQ. : 5010372 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, ,��iy TRANS I D: 325059 ., d design loads be applied to any component. and are for'"dry condition"of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if l/ f ' ' It}NAL • fabrication,handling,shipment and installation of components. necessary. / 7. Design assumes adequate drainage is provided. ti• 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center TPIMITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES j 3 111111111111111111111111111111111111111111111 p 9 FrDigits indicate size plate s inches Com CompuTrus, Inc.Software 7.6.2 1 L E 10.For basic connector plate design values see ESR-2529(CompuTrus) a_.--.,_ and/or ESR-1311,ESR-1988(MiTek). IIIIllhJ !IIII LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Connector plateprefix designators: DL ON BOTTOM CHORD = 10.0 PSF 9 TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M-1x2 or equal typical at stud verticals. M,M2OHS,M18HS,M16 = MiTek MT series Refer to CompuTrus gable end detail for complete specifications. 10-03 10-03 12 12 7.00 L M-4x4 Q 7.00 U) in o� ) v 0 0 M-3x6(S) M-2.5x4 M-2.5x4 14-00 6-06 - > y y 1 -10-10 20-06 r_4(' �7 PRO!^r61, JOBNAME : 13537- LENNAR - PAXTON BB - D1 sale: 0.3628 ,� w �, ,�. 't lib" �, ► !WARNINGS: GENERAL NOTES, unless otherwise noted: � � '! � 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown.Review , (� v n e li Truss : D1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the ... x tJ 1� 2. 2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 1;. �, QJ 2. Design assumes the top and bottom chords to be laterally braced at / ' �g V,, 3. All lateral force resisting elements such as temporary and permanent v ?' DES. BY: LA stability2'o.c.and at 10'o.c.respectively unless braced throughout their length by rx 26 _ bracingmust be designed bydesigner of complete structure. 7 aIIBC. ' . continuous sheathingidgingor such l acing required where shown or dryw ( ) ' r`.^ g DATE: 11 /3/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging lateral bracing where ++ �f` '0 ! 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 1q J o� SEQ. : 50103 73 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, 24243 '- -., 1//97/// and are for"d condition"of use. .i C(�} design loads be applied to any component. "dry v_ 6/30/13 j30/13 TRANS I D: 325059 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if 0 ISI � ��s fabrication,handling,shipment and installation of components. necessary. �^ t 7. Design assumes adequate drainage is provided. s`�iS 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center //� j �01 tl�� IIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIMITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. l— / ' 9. Digits indicate size of plate in inches. CompuTrus, Inc.Software 7.6.2(1 L) E 10.For basic connector plate design values see ESR-2529(CompuTrus) /y and/or ESR-1311,ESR-1988(MiTek). f/ I I III This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -65) 60 2- 7=(-732) 1859 3- 7=(-258) 163 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2172) 901 7- 8=(-358) 854 7- 4=(-367) 1254 WEBS: 2x4 DF STAND 3- 4=(-1878) 697 8- 6=(-393) 966 4- 8=( -84) 272 LOADING 4- 5=(-1185) 503 8- 5=(-328) 244 ' TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1225) 527 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 22.6" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plateprefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0" -167/ 991V -153/ 153H 5.50" 1.59 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 20'- 6.0" -115/ 860V -153/ 153H 5.50" 1.38 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 10.6" Allowed = 0.189" MAX TL DEFL = 0.019" @ -1'- 10.6" Allowed = 0.251" MAX LL DEFL = -0.082" @ 7'- 3.9" Allowed = 0.979" MAX TL CREEP DEFL = -0.188" @ 7'- 3.9" Allowed = 1.306" MAX HORIZ. LL DEFL = 0.053" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.086" @ 20'- 0.5" 10-03 10-03 T '1 f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 I/ M-4x6 Q 7.00 Wind: Enclosed, Exp.B, WFRS� 110 closdhCat . 2, 2M6.0 , ASCE 7-05, 4.0" ,(---7( interior zone, load duration factor=1.6 ii .1 M-1 .5x4 M-1 .5x4 k �y - - p PROF M-5x6 . < 6'61 =M-4x4 0 G1 �y► 1V . '. ,._(' o ap vo ---/ . O o i illifiV, r M-5x6 M-2.5x4 OR QIN -1 3.50 3.50 r-- 12 12 12 �`''1. J O ' . ll/3/111 y )- )- )- y 1-10-10 7-03-14 6-10-06 6-03-12 y y EXPIRES 6/30/13 20-06 JOB13537- LENNAR- - 1 NAME : PAXTON BB D2 1 w '�� Scale: 0.3049 , A ,� . WARNINGS: GENERAL NOTES, unless otherwise noted: # 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown.Review {,r" Truss : D2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the • 2. 2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. f; 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at • f 1, DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 11 /3/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown++ 4. No load should be applied to anycomponent until after all b bracing contractor. _ PP ra n and 4. Installation of truss is the responsibility of the respective �j,,, 9 P Y �? Ljj SEQ. : 5010374 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. S• TRANS I D: 325059 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if 1// /1/ tr ' 0 �,, fabrication,handling,shipment and installation of components. necessary. // / / 7. Design assumes adequate drainage is provided. / / �• 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES /3 111111111111111111111111111111111111111111111 p 9 Digits indicate size o plate in inches. e Com CompuTrus, Inc.Software 7.6.2 1 L E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). • IIllhIIIIllhIII This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 25-00-08 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-8210) 1150 1- 6=(-952) 6890 6- 2=( -294) 2640 BC: 2x6 DF SS 2- 3=(-5572) 786 6- 7=(-946) 6830 2- 7=(-2538) 358 WEBS: 2x4 DF STAND; LOADING 3- 4=(-5572) 786 7- 8=(-946) 6830 7- 3=( -672) 5276 2x4 DF #1&BTR A IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 6.0" V 4- 5=(-8210) 1150 8- 5=(-952) 6890 7- 4=(-2538) 358 BC UNIF LL( 288.0)+DL( 215.9)= 503.9 PLF 0'- 0.0" TO 20'- 6.0" V 4- 8=( -294) 2640 TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12°0C. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -804/ 5821V -151/ 151H 5.50". 9.31 DF 625)(or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 20'- 6.0° -804/ 5821V -151/ 151H 5.50" 9.31 DF ( ) M,M2OHS,M18HS,M16 = MiTek MT series ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 16d Common nails staggered at MAX LL DEFL = -0.091" @ 10'- 3.0" Allowed = 0.979" 9" oc throughout 2x4 top chords, MAX TL CREEP DEFL = -0.216" @ 10'- 3.0" Allowed = 1.306" )0( 5" oc throughout 2x6 bottom chords, 9" oc throughout webs. MAX HORIZ. LL DEFL = 0.031" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.051" @ 20'- 0.5" 10-03 10-03 Design conforms to main windforce-resisting '1 system and components and cladding criteria. 5-07-12 4-07-04 4-07-04 5-07-12 T Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 12 Enclosed, Cat.2, Exp.B, MWFRS, M 5X6 12 interior zone, load duration factor=1.6 1/'7.00 � �1 7.00 5.0" 3 T.4 1r1\ 3.4 M-3x8 I M-3x8 4 A 1 :�4 '` PROF S ti M-5x10 M-5x10 �ati� . y tN4. - ,� o it _ CMC A�in o , A o 1'w- 11"--- � c' 1 ® 111 ® v " . 0 6 �f• 7 'n g ►-�5o '-- dr� � 4 M-3x8 M-7x8 M-3x8 o e,,OR •N co M-5x6(S) 4 y y y y y ` ' 1-26, �0 ' 5-06 4-09 4-09 5-06 f 'Q. . 0 /// /e/ y )- , 14-00 6-06 y EXPIRES 6/30/13 J, 20-06 AN w ,, JOB NAME : 13537- LENNAR - PAXTON BB - D3 Scale: 0.3020 , A {�y_ ,, ,Z WARNINGS: GENERAL NOTES, unless otherwise noted: y 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown.Review +`' Truss : D3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the .f 2. 2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. f. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: LA stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by IP- -` , continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11 /3/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. *46 24243 Dj SEQ. : 5010375design loads be applied to any component.fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. t TRANS I D: 325059 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if //�� l s'I01VA�, - fabrication,handling,shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center "� I 11111111111 1111!111110111 11111 lift 1111 tillTPI/WTCA in BCSI,copies of which will be furnished upon request. CompuTrus, Inc.Software 7.6.2(1 L) E lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-2529(CompuTrus) i,_-_ and/or ESR-1311,ESR-1988(MiTek). Ill THINK SAFETY-READ INSTALLATION INFORMATION BEFORE PROCEEDING GENERAL JOIST ASSEMBLY DETAILS NOTE:STUCTURAL DOCUMENTS FOR THIS PROJECT PER THE DESIGN ALLOWABLE HOLES-TJI ®Joists 6 /-='t'I NOTE:CONTACT LEVEL®FOR VERIFICATION OF ALLOWABLE -_ N PROFESIONAL OF RECORD SHALL TO SUPERCEDE ALL ASSEMBLIES When sheathing thickness exceeds K•, HOLES INTO LEVEL®PRODUCTS. o E SHOWN IN THIS SECTION,ALSO REFER TO'LEVEL®PLACEMENT trim sheathing tongue at nm ward mndsmn°eb°m Teb.A from Tabe13 If V�_ PLANS(AND MATERIAL SCHEDULES)FOR REQUIRED MATERIAL. Plate nail 16d(3ya7 box Mn may bem `�l- W at 16 on-wMer• TJIm blacking Al Floor t6•o Mer • wdwba� I thm• ,'A.^Ina„m�w distance eyMaBreNnM out- NaT 41011 J=it �y�E commonatnSeT Ili �II` Panel 6j k\�,�� nmberstmna®LSL. 7e" ❑ C \\\\ b O - 6y latmed °merAir%ga. ,� •` \'� 'Level®rim board.or • 2x ll,�°IBf reu d requirements .. I� �/ p0 /\' \\�� i1''''N.,, tray I�am®PLVL vain E�rR �' ea®cal xnodmub) a coy 9mummbraun mum g � �� A Q E 0 ren p at mals iW(3�mx a O r. - \ I tfi•on-seiner TableA-End Support 6.6InCC°Tt s•NCto W • Minimum distance from edge of hole to inside face of nearest end support ia) ...me. • 0 ROUND HOLE SIZE SQUARE OR RECTANGULAR HOLE SIZE TJIe dmpia / 'Conventional construction code NS^ N4• , sb• eye^ , is 3 9a O®®® minimum brass wits A3 only See mem Ai q2 Must have l�"minlmumJofsf p3 iLeveF®FrameYS Pocke[Guide for rte I n bearing f ends A3.1-A3.3 installation specifications. ■ S a Load bearing w shear wall above Load bearing wall above ▪ s yo s (must stack over wag below) INTERMEDIATE BEARING (must stick over wall below) 1,4 NO LOAD BEARING WALL ABOVE 'm •; TJIe blocking I v �' II page, W tis stiffeners required h side al B3W .`II TeJle blocking panels may be `I ,r 176's J�°San ryS$ _ / 2x4 minorum required with shear walls above % ss - P"� +\\� / squash blocks or below(See detail 81) �` ....'...Web ,r as $a it!: C rk _ • �t /.%� �I I /WebatiRemrs r. a,,4,632 9,6 o• €�S e m w a O�B7 1 \r � ye '/ required each m es .v _ �� side at BSl4/ Mo -r▪ ,s▪ ,s ,▪ ,s ,• ss IC ,s ru , ,a a ss tete,�s lz yl-_c�'3 o'B c Web stiffeners �' ��Rgyi1�� / • ,e '°1 6''v 5,6 os B. a requiredeachsaes l f—z"')� IIIDIi Per IRC R502.7.blocking required at r ss Its II, m ? € BIW and 82W II each intermediate support in seismic 1r sso ro sa rr r ,, I.-e-z-o'STs Ina v. tar I•v. Ps 78 6's It 6-6 $a ` design categories W,D1,and D2. s 1s rs Ts I,s r-v r-v ra ra we.v-s 17-6 las is's :-.6,1111,1 o$ E e Bz B2 99 Table B-Intermediate or Cantilever Support a o W a°m o-R a, Blocking required at shearwalls Minimum distance from edge of hole to inside face of nearest intermediate or cantilever support _ C 3 40 BS BS c Z c above or below-see derail B1 ROUND HOLE SIZE SQUARE OR RECTANGULAR HOLE SIZE 94 End ofjols[al camerfim of support.BI«Nn9loneb required. `EFm UM , 1s 1 ,s e m e amv A mm �$ Loatl bearing or shear wall above(must aeclk overwall below when presets) tar ter , r ol• ter 1 = il 'W. s wT'4 yltw-'� 1.6. °@ c a¢ 4 _• 2 d m 3 o W 1 web stiffeners Eadiametermaximum hob for ll%'- 4,0-length of r diameter maximum hob for 11W-16• - + r-r '-r + es r aa $ .; required each 16•deep blocking panels;6•diameter K"reinforcement deep TJI•blocking panels;6•diameter side at E1W (rum for TJIe blocking panels on one side at E2. maximum for TJIe blocking Load from above gpa^els 935' TJIO JOIST NAILING REQUIREMENTS at BEARING H3fr 1":;/!! n gK•deep orshorter than l2.long. both sides E3 deep or shorter than it long. BEAM ATTACHMENT at BEARING ▪ IV, e o` n8-13 U a y fI'` \ Do mtcdflanges. \ Do not Mfbuges. TJI®Joist to Bearin Plate `�%, ��\ _ TimbenStmrN®LSL,tLevelO 9 Squash M1oadbeaBloc ring wall above)Joist r z� s um re. ror tem e$m a'c U \III►� \�' \ Timber5lrarM®LSL, dm beartl,«@liudlam®LVL nmbersemna®LSL,®LVL Q F,7 'LSI 0. u Ino as LevNO rim m 1 ab or One 10d m n ate" sa / III ' w4h EOR approve° �- (3') mail rim board,or lMigrollam®LVL nm• rsr'9tsOR• � ee aOm ed ry59boxr - s raTmbrSlrad®LSL, / AMach rdnforwmeII 111 mun I ,.v rI .s-vs Iv ,aa squash blocks /I/ (Miwollana®LVL with EOR / 1 JT coin"e"o'aas at'S on.� angle at leas[1Y� 1 f ` Drive malls at an See framing plan(N applicable) 4 s r z" a 1r Is 1r I. 4 r ter ,z 15 ,r- K.a4` from end 1K•mi^imrm bearin atI� Ona 102(3)box rat each .ng,.W mwm¢e or iLavel®fralrels Pocket 360 approval see plaoanralplan. Fare grain Ns•• center,When reidordng g g, pag5 Guido for minimum end and tr 'tl' m \ ase see detinet sad member at bearing, Intermediate bearing l Use 2v1 minimum squash blocks to noraonbl loom slaw,ata nails. ens support;315•rMnimx,mdMi r mm CS O� 88 2 E3 et intemedate sgPPort "/ 9engths. »• nwewmnwsure 1¢pP as's,za•,sm ,m rte ;le-so'ro,4u ms ws ma gess stagger mai Mc.mdman hem era +'u, transfer load around TJl•Joisr E7 Ei -0- snenrmnsrer:Connections agaAaWnrro I� Radagamr rd.mgm=La Q floor panel schedule a tides may m boated vertically anywMewibin the web Leave K•M web(minimum)at by and bottom Mmle •Knockouts are lacabd in web at apprmimatelY 1Y°woe...they de not affect role placement CO TAMHmgwhtlpbrmumt natio Mock:Attach with ten 10d(3')box ) y loins ureein resitleM1 applicaibm,memaxanum sae aura tae mnYmboa,ed s— Botts Nag through 2x�wood backer and (3KT box •Fa simpaspm e minimum uMfwml baaN' ^e aeeamnWranmr6mp Is,clinched.use ten lad FASTENING of FLOOR PANELS (Refer to Structumis for Shear Wall BAttachment Requirements) FILLER and BACKER BLOCK SIZES aloe centMMmeioat span movie�en°m,ernobs«rlrb m.)ola CO panel TJI®joist web with2 rows lOd mrlobr gena, Web stiffeners required if nails from each side with 3J5'TJiepist 00000 rspaang per Row flog kilo Narrow Edge 020 soma (37 common nails at 6' sties olhangertlo aro[ Range widths.Use fdteen math with am. N (Parallel. ) iso Jomu gstarkoasare based on the maximum unRmnloads smwn In cummtiLesehb CO SII ° sides fhangerat bast TJIe htde ms tightf1eA Mira 11 em"wr.. ""' r RIM' M rawm 4 z w '14;1! iso orgeo w sa' puri ase pratluM puitles Forathebatl co.aAiansM hde -center,Mlnebetl.Use p p greater 16'. Backer block:Instill TmbeSaaM•leak Mkroeem m v 614•wt v g14-w a1£-w 2 confipuremnscanad L m repreterladre. to (� (3yT naps with Nib Ii.of TJIe ito Ran to to flange 0,230 I 0 n 30 I 0 ,K• iK' wand lK' aK` oast w WA- ,IK^ ts• 11K• '� n 16d 3)5 TJNpisl '.1441. lea P 9e P 9 AaO to ea 1L47 bon I I Felar Block• I A I ,4 nw I 7.-`" 16 I ea rtes I102re(lax a . bottom flangew with e r a. ate g,4• .6436• 20.4." a •B'cocaK• Two Two r E CV �\ / ganga warns. �� Bearing plate: moats hangers).Attach ed I2K7«moron 0„ n 4u w o e 6s thing ® %�. Flush Plate with inside with ten bed(3T box tea l0')tees 4 IG never) v 2ttg Meaning a Ire sn ax,e aae.K• .K• a .X" 2610.K• ALLOWABLE HOLES-Headers and Beams '• `a°' sheathing'"° p sheathing apply. NM1ppliwbl,wa 1.55E TimberStrand®LSL Headers and Beams U �' 'F applies to ® bee of wall or beam gip\ nail.,clinched when 130 tar.•)ban 4 10emll6a) mfg em�g bag 6• W s e'-o^romp fang C 6-01 m �. uniformly • 7-6 216 OW loaded of is �� . .�, ..../401,112. ® (,\ posse 1otl'goa),t2d l3X•)mnm°n �• 4' 6' 6" e' Y 4- Work; Worth 1"Nal 0x6 Le 2x damebr Mae Allowed hoe j I I Face mount or /\- / tle. WO common a• (�w Blocks zx12 );math broest mtetmin6lan)— 308,1 U d Wbad °^y' TOP flarge hanger /-�I�: �IIi Backer Mode 6' Not Recommended t6• w"r •n, N4- a 6 21 �- both sides of web (Pcane•,eai,nama'aneen•rMr,magmnn mrv.w.yu,alM vrouw rm... Farthest Orneenmr6pecNm oar Row toe"��7Airtuemmst?nmrars oueu'u'wt°°'.pain,"tl111tlqlfl'mw°'iv.r��a.na."rov'veleon,MBa,xa.°nmiw eared`" / Qb m Y backer ,,.„,,,,.,,o,„Blas d`kf�01 1�1 / with single TJIe emrmen 7.'" r/ t� .ltl` 9 d�n�gHf2'wwenlarW Rel.. ebm panel edge.nano mspadng dam 6 '00:',1. tw'° / jaiat awlremenm b»rad drednga supe.ede recamM.O.Ins btmabem. R TM ppm wid.1.,-orlem 1,onenler � o D 1 m N ... �° ailing row'smum be ollsttalleaslye-amsmpgered. or Jl elder wkMs greater Man 13..kron-cora II F7 y° \ H7 Wood Beam H3 Wood Flab H2 N°mtop rdownwrdhangers,adsebacker eeding 50lbsar •TJ1a l.or rirn beeni Ise....rerad ")nails 0M.ma ...a.ofV.ma I• J� p] only Mdownwardloads exceeding 250 lbs or lwTM*joists must be laterally supported apnfreandrudna at c ng panene ens bearings,ordirk BEAM. C blockirg panels,hamym,or direM ` CS' EXTERIOR DECK ATTACHMENT atbchment tea rim board«rknpisL eaF1N roLesu e_ tl smrcturel extedw sheatnina o uan al: Safety braci g Oxo -rµ s):"a'F MAXIMUM Y -rte d WEB STIFFENER ATTACHMENT minimum)atS oncanter(S 1tY.•-t,K• 3K" a) TJI0 Joist bbcbng with end Silent F/DDr®joist framing on-center TJI®Joists General Notes Flashing Apply subfloor blocks installed at Ga minimum .rl �j1/ O )antl •Rauh holes s.ulu.a u , .mw.a tel re I� adhesive m all X joist-span —P does not require bridging or e1 extended to a braced end wag. N • a en er •„« I— J+ locations using A K"^° �— Fasten at eachO Ott •Na holes.headers or beams b plank orientation. Treated contact surfaces z3;•maximum % midsy3an blocking pia m \II be ea ro.nYx2N) s'=BIN r / two 8d(2/1.)naga miMmum ledger �\�� P nails or �,� I/ , � a`5° z X.screws, III Three ea(2yp7 tux naps,cinched ` �/, -..'..1.-',.--..'.',..„.., �'�� , ll (sea WARNING). _ Sea fastener `_\I \ TlmberSt'ande LSL, 'Ise Bao°} TJI•jifi flange box mils at 3ya" \\` ♦� typical �I; / /, Other iLevele Trus Joist®Headers and Beams CO tibia below.Malraain� -b_. iLevel®rim hoard,or Fl TJlmpist flange widths 2"distance(minimuurti from (Microllam®LVL with EOR �,_'�� edgetance(rninimnifroof ledger . U approve°see placement Plan. -\. 3i°�2, 1)j"mai! Web stifemreach side. DO NOT bare/cut qt ` 1.3E TimbeStraMm tarots M1mlb�� 0 Ise 2x_streppin9lnstalletl al); Sce sties below, j°rsr O �`� �i�` ` Rim board joint kA, LSL hole zone Pat hole sore 2x diameter dine Kaepm beyondlns(de bee between joist largest hole(minmum) �y E2 Allowable Lead �`' IoisbsPan locations using two W Tight fit o/wmfl. \ Fastener ,Ye'nmb.rslmwa® tYs"n.m.l®am mora z)5"ewews perplst.typical �� ► O \l: miiiiimv.■ na:1 a ane".a:r°ngm 3E.lag boa LSL ri400 m mats NA �i OMbn d3: / a .druadW gWapetiona Directly applied wing � � �j' \ Seat outs mast bewall Y"lag bon 4)5 Ogg W Web Stiffener Size W Web Stiffener Size within wall mdtabres. O •AlbvxNeresi..nnineain accordance..predets.. When specified on the layout.one of Z. K"x23js"minimum ij(e• h•z28Fe"mlNmum ( '/ -'<-.4.' �� ' •Corrasion r,sismntlasmrxvarequired mweFsenkeapp6m4ms, the above bracing options is required `,. 1 Microneme LVL antl MAXIMUM ROUND •Cmrdmfe bed requirements wits medenpnpNEsabnalMramts. ® O 2Yre" "x 2Ke"minimum 315• 2x4 Tab rim / ��/�m j �� TrmberStrand0 LSL, Panitamma¢L H.O. BOLE SI. Mist / ; .... `� I /� ///�/ (Mierdlam®LYL with agwtia nolezao II 4K" BEAM DETAILS COLUMN DETAILS () / �/ Is.,..., \�'I� II EORepprova° �s• , �/ l� Kbm 2• ,� ��/ ``` ' /// ` Li d 1.3E nm6e56entlm L6L allowed hole d ......forAM....m BEARING AT WALL BEARING FOR DOOR BEAM TO BEAM BEAM ON ELEVATED �� 1� ` �O General Nates `m-' OR WINDOW HEADER CONNECTION COLUMN CAP COLUMN BASE COLUMN BASE III'�``� ///�f ® \ Allorta naeure tellable for unirormblwaea heeaersana beams only. 81 TimberStrande LSL,iLevele dm Strap per code atop plate \��... • board,(Mierollam®LVL with EOR iIIID ©� ,1 / , .Rona holesanl E not continuous over \ Y appro.!).or TJ` for lateral supped headerOlk?*4.. 1`0` �� Or �I) `� '�� Na holes lnoamleveaE• i • lea In headers orceams.planxmaMamn I to. 6. II/' 0, l/ +%`a B4 BPltirg TJlepi is 4,,,,„._-_,.. ' Use 61 Or 82 at // ijtl �I rep noose �/ ro Opan MOCb"e \ 'intermediate bearings\ WARNING Y Al`III hanger panels \ , ¢ Ir Optional . With load bearing or ' Joists are unstable until braced laterally Face mount 1:2) O ;nut-shrink Ena of"olsb shear wall from above Colurm hanger P7 P2 P3 gad at rontergM \ �� ` Bracing Includes: •: t.7 t.2 t.3 See current!Leve it:reture of support •.1110. �Cetlta3wall-unaer •x019011 • am Jo-d O ler taming connectors ` 1111111111111.1111 ` \ 58 WARNING INSTALLATION TIPS 11 \ �Q '/ 411111°""111.' 1 ,ral- _ m CONNECTION OF MULTIPLE PIECES •Subfloor adhesive a improve floor performance, \'' \ �� 91. annum.. - OFTOP-LOADED BEAMS(q dand are recommended.oubled at non-load beatingen TJl•pisis are �,'C ` r : 134" ` \` I� I DO NOT walk on joists DO NOT mark on joists DO NOT stack building Width Pieces. t.4 • �� - I' \ 1- until braced. that are tying flat materials on unsheamra •withparallel of borplumigns,space or•HVsh aped the / le � \\` ©EMerior Deck 4/T1V INJURY MAY RESULT. Joists.Sock ontyover BEARING AT BEARING AT •Minimum of rows lDtl(3'x0.126')nails at 12.a.c. width pima Il for plumbing or HVAC \. Attachment beams wwa!/s. m COLUMN •Minimum ad rows 10tl •x0.128 nails at l2'o.c. `CONCRETE WALL CJ •Additional idle' tat plumbing for 14•and deeper beams lois p tubing drop(see detail). �` Structural WARNING NOTES: Ver'dy wlumn capadN using n / \\ sheathing ,.All blocking,xan�ck of accidbracients. Burin and beam bearing aIfilingos(may or reduce nails,the number of \• II,�/.I DO NOT use sawn a. age boarMPana r,m gale the end constructioncanresult in serious j �/ length.Sae turrets re nailing rows may be reduced by one. n jit fuunberlorrrrn accidents.Observe the following guidelines: e iLeveYia literature. JyWldm Piee: • mar 1 board or blocking. a iolsw supports.,he rJlopisb must be oomgeah lnamxe area properly nailed. Protect untreated wood Sawn/umber may .1 strength,like braced ens wall or an existing deck must be est...at the ends d the bay.This can also be II / eMinMumof2rovsyz•boltsat 11 fromtlireMwnbMwith /ALLOWABLE shrink ager nmplM.ed�.abmpedry°rpwmamMdeck,ah.ownmmnadl,ew.lird4relM;Maw.,th.and°Iwa�y. R11-151012 24•o.a staggered y N concrete OS.knockouts Installation. safety bracing of I.(mi..)mu.be no.to a r end vee l or sheathed area(as in note 2)and a each joist ti (� 11 Y Y ® HOLES amain g,bycN sideways ver Babb uneerlgntmn u s-zuc aworker w ;� oadm beaPPlie01 enb 010 se gra T;�:p=t AddRd al ;r;�ane e" ` ' blewam.edto each TgnpBtbeforeadaaienalma...,b dent system. SR-172037 \ TR IS JOIST safetybracirgonboththekmandbo6emgang.e. wood hornd ct n seam wdedtehersvise,use connections for Plumbing TX. \/ eve • O.The nangelz"mu•ar exam zo-eymwithin lrz^Horn true alignment. Sheet dkamtlheM ae4oadedbealm. Silent Floor contact with drop Bearing Pate to be «rete Atldif/onal nailing or bolting may be •SE,quash blocks and TJIe blocking panels Rush with inside face w t.4 LS O Y A Weyerhaeuser,Levele,Miuolbme,Paraibme,Silent Fborn,T bevy.Oil(rev,and Trus Joist.are registered carry stacked ventral bads(debts Bt and of or beam Weyerhaeuser Mn Company.All rights reserved. LB required with side-loaded -member trademarks of Weyerhaeuser NR.02009 beams.Refer to eurreni product literature. 2).Packing od the web d a TJlepist(wfih b stiffeners)h nota substitute for squash blockswbl°`leingpanalo This sheet is intended as a supplement to the iLevel® Framer's Pocket Guide,which should be referenced for additional information. of 3 i s ADVERTISEMENT THINK SAFETY-READ INSTALLATION INFORMATION BEFORE PROCEEDING II A4 _ A eve III, by Weyerhaeuser w F3 r m d E oroEgW tl L4:1) N L ' by ''n 4 3 sz d�^E a` CrSRmi O I F"minO cpnneplw sum,arr ▪u=E m £d w w .. q3 PlmlD Ory Manuf Protlum peMgn MdDotl Face Na lS Top Nau Member Nas Fer Web SIiO ys TSRmi Nz 1 �— II I 21 mpson tUS,81/t1.85 Deslpnetl 161W xi,2 No No �»mn _ m w ` 11 ill-i }. I Smpson n131 0esx/ne0 14,Otl x 112 &,Ort x 1 12 No Yes w 9 Accessarus d �. PIot10 Length Product Plies Net Ory o`y u v E ' 1'Ir 519•or3M•Backer BlocXs 1 z4 -�°o g 3 E o :-.'"'fa.::;;,-:-.,'"+ 91R 5l8 xz5/tBWeD SIiBenea 1 224 wn n>u 8c 3::k i 2552k4050e Bevela Edoe Gold Panel(0241 TSG SF 1 29 ..,7: m y w iLevel®is excited to announce the Protl ms E' m m a-�Oe 1 PptID LenmM1 Protlucl Pfes Ne[0[y w u`w m m deployment of our NEW iLevel® a3 33•o- 11 7/8—M9110 Shear Brace panel in the Northwest! B,5• a o „]re•TJX„G i',1-.▪ " -al V a This Innovative new prefabricated B,n2 1r o• 11 7/81 MB 110 g h a e .� 3::k Bm n•w ii]/B'TJIae nD 5 p wood shear brace panel is available BBk, 1n IP „]/8•TJl®„o =$ o a 3 'illi.‘ BIB IVO. 11]/BUM 110 da�� in 12”,18" and soon to be released E.- B,B-: s•a „]re•TJ�uo m I BID 150• 11b8'TAO 11O 'nv o B B 24"width!Code accepted and _ B,s 3.0 „]re rJl®„o „ useable as an alternate to your code _ B 7' n'- B17 Be•-z Bo „]/5• ®„B A 1 8 2 prescribed 4'braced walls,the E 3::k ;Al 5 / P, 11.PP 5114 211]re•20E Poral am®PBL J c a TSR,+ ,8B' it/d•x,II B•13E TIne3;Strantl®La iLevel®Shear Brace is unlike any � TSBx, mP 11/4'x t,]/5.1.3E iimberSl"nBB L9L other product we've offered for s, TO' 312'x,1]A•TimbrSrandIDLSLBam155E) lateral brace applications;It can be cy Hi_ kt stacked allowing for both first and O ,' ,TS! H 1 O T- t O second floor usage,plus It can be 3;k Bi qa ria Cl) field trimmed and shimmed to fit cs / every height condition possible! —/ O CO For more Information please call rsRmt alk TC yy1 m m rn iLeve�1 at:1-800-648.3936 Or visit:www.11evel.com at tE cucirl CO / B3 / v cu U a aai / B1a' / Y F Bet =v m o m t / Ba' / CO c U o O m P�3, LEVEL NOTES LL CL D. e _ ctinem Dare: nnd2011 N TSRm1 File Name: SR-1]203].ryl E Levtl Name: 1M Flocr s�jg q3 TJ-0ro Rating TAUIOMe4Av2Hgel: 49 In TSRmi ~ Minimum L<wI TJ-Pro Ralinp BJad:TJ-Pro mtl�q=39.put=B1T1201 F. L.� O M22010CLevd TJ-Pro Ratin98 Joid:TJ-0,m0np=66,piz1=818(3903) r Buldng Catle-0ezgn McNotlo.. IBC 2009 FCt 0Ca Fear Container MNO Neau Loetlinp®: 40 L0e Load 810 Deed Load Max4nN0 9IHO Deflection: .180 Live Load 81240 Total Load TJ-0m Rating Infoma0m: WeiBM1IW Average: 49 OirMly ApoleD Ceifrip: None Decking Attachment GlueAneNail No Bo Ma Fbar: Oedare;q Material: 2vJ2•Y45•Y9B iLewl®Etlge Gold Panel(02d)TSG SF Pa,mdwlar PaNaim: Ng Sttapdng: None Blocking: Pouretl Fborinp: No C N E E O U m m 0 s, m N First Floor Framing Plan R11-151012 Scale:1/4”=1'-o" SR-172037 Sheet 2 of 3 A COMPLETE JAVELIN®LAYOUT INCLUDES THE ILEVEL®FRAMER'S POCKET GUIDE. THINK SAFETY-READ INSTALLATION INFORMATION BEFORE PROCEEDING " ADVERTISEMENT • ■ 0 ill o E eve N ag by Weyerhaeuser W .Qc y " - > u pig' ; ^� 1�5 Y J In ittl ex I " IL N III ' DOUBLE RIM PROVIDEDAT DECK , ,„.._, ATTACHMENT PER DETAIL D8152 1 i:!;! TSRm1 aID Oty Manta Pmtlua Despn Mettwd Face Nah Top Na is Member NaTS `o_ :c TSRm1 � 4 H3 6 9-mpwn HGU5412 Desgne0 5&16d rgmmon 20.16tl double sMar No Nc F�a"c o c � U� o Simpson IUS181/11 B8 Designed 10.,Otlx 112 2-10d x 1 t2 No Na p'* ..c Woe .f I g� H9 52 Simpson IUS,.B1/1100 Desgn. 10.104x1,2 210dx117 No No No o2.2 s m` a m 0 N 3B H6 1 Simpson .4 Oes Breed i4 tOtl common B-tOdxt,2 No No mS as •� .fip.i H] 1 Simpson U410 Designed 14-toduct 0-1Odwmmon Na No 7,Van.: s a s s oy Aaessadea n m a n`m 0:-.' ,7�TAa'g'Y1 PIMID Length Product Plies Net my 'El c o" _ 1.7' 5/Ear WEB..Blocks , 22 Ca v 9 V8• 515'x25/16"Web Stfeners 1 16 m�ggO'v i;' evel®Isoyme excited to announce the 239',48x90"ile l®Edge Gold Panty(02 TBG SF 1 3 E a a 3 -73 deployment of our NEW iLevel l 3B _5,a m Shear Brace panel in the Northwest! Prod as m a m I PIMID Length Product Plies Net015 c i o c n:.' 3 This innovative new prefabricated B24 Bas 3B•m „na"u®„o W. wood shear brace panel is available 33k 524' 24.0 n/6•TAN ga o d m A It 521' B37 2117' 117/6,109110 $o v E 9.. In 12",18" and soon to 6e released 38 B,7 7m „TB"rJe„D g E_, e ,3 24"width!Code accepted and • B 7' BB01 16.7' 11 ABPTJI®110 - d'e a g' m _ / 919' 15•Q' ,1]/8•T.5110 useable as an alternate to your code � _I B,.• 14'Cr' „]re•iJl"„o � V � "` 5 prescribed 4'braced walls,the 33k B8' SD" BP TJI®110 o. G B7 70• 11]/E TAN 110 !Level®Shear Brace Is unlike any BRm, ,s7' 7/8.1.3Ermbe.svanda Ls , other product we've offered for g SG EO 11/4'x1 B15ETimbersbSURMLS HS TSBIR 8p 11/4'x11]/8"1.3E TimberSLanda LSL lateral brace applications;!t can be _ TSt 90• 13/4 x 117/81Timberslrante LSL Beam(1.55E) HS H3 TS7 TSRmi T. T0' 1314'x,1]/8'Txnber9rantlm LSI-Beam(1.55E) stackedecond floor usage, e,plus It be 33k I IInd s3 VW 3P'x11)6 Timber54a d®LSL Beam(1.55E) w secOndfloorusage,plUaitcanbe l IIS O S4 9•a 4•x+,]/e•iimbesrantl®LSBeamn.SSE) d,TS5 14'0' 317x11]/8"TimberSVandBLSLBeam(155E) Qfield trimmed and shimmed to fit ��3 = 1,i T. 1T0' 312"x117/E TwIterSeal.LSLBeam(1.55E)every height condition possible! 5] 7' 31?x,1]A'Tlmb r rantl®LSL Beam(155E) \®I B'I TSB 10'0• 312"x11]/8'Timber5lrantl®LSL Beam(1.55E) m;1'' / /I~ iB9 80' 312'x11]/8"TimberSVantlALSL Beam(155E) mFor more Information please call HS l5TSCc1 e) Ts G lam Seems NaScetl by Wa e a ser Tn rniLevel®et:1 800-6483936 TSRm1 PlalD Length Prod. Pray Net a OS rr S9, ' H5 1c GIB, BOOP 63r4"x15,4F-V4 OFGulem 1 1 E tV Or visit:www.ilevel.com O Tsaa = z asK u Lo EO'''' = c m U m B: d Y wN- B6' v m N 7 C L H6 HS m O V �� TSICC O N O) I-- r/1.12— — / B 5' / LEVEL NOTES T m II Ip1� Fu enlDale: „n am, l Name: SR-,]2D3Tj4 C ',Pr Name: 212'71::1:2L'°31; ntl Fkor ill "x1111 Hs Hs -_,L= ',Pro Rating We BM1led Awmge): 52 m �� tif_ __�J— Minimum Level TJ-Pro Rating 8 Joist TJ-Pm mem a 94.joist=81]'03800) 0 II r -rs GLB1 pnum Level TJ Am Rating RJaat TJ-0ro Mang=]0.10. 57(139]1) I I Building Code-Design MCVromlogy: IBC 20.. ILL BSO' A Fbar Container: FC2 Floor Plea Loading is: SOL.Load 810 Dead Lead Maximum Allowed DeflecBor LKBO Live Load 81/240 Total Load Ratingeon: Weighted eigh rage: . R DUBVY APRSBd Ceiling. GYpwm 12• DecNng AdacM1menL GlueAndNaN F"mevmMS Floa: No Pe..Matelot: 23132•x48,96•iLeret®Edge Gaal Panel(024)TSG SF PerpenacuMr PadOkn: -No • Strapping: None Blacking: No Poured Floating: No U) N E C O " U Q 0 T D] 5, 4 Second Floor Framing Plan R11-151012 Scale:1/4"=1r-0" SR-172037 Sheet 3o 3 A COMPLETE JAVELIN®LAYOUT INCLUDES THE tLEVEL®FRAMER'S POCKET GUIDE.