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S "ko / 3- o, 12'-8" 10'-0" 43'-6' 13 .60-).- S W cj G 20'-10" -• 4 Ca Z I I I I q _I_1 1 _1_1_1 I I I I I I I 11111111 201111111_11111111 I I I I �I�I�Ir ISI%-%li r�_.,...",_,_.,_,_,_„I_I I 4 i ... . . . of ! 1 ! 1 I "41 f i 1 ! Z t2ii I- I ,11I I�i��l�� I� "i�I�II I�I� I����i� I I 'I//I , I Atalaitiigi 1 1 I i a1r l�!�I�i�i�i�i IMMO"i i• MIPANIVIZZiralrai ill_ M ���5: ILII • II 711211-16---1119 1 c8) I I 1111 I II •II II I I II I liellEil 3.6 ...-,:. .- : ,. 1 i, I.-: __ lI��II _ IAWtoirrte r �/_��II_ arm e N _ APA����lrAl_ _lam D2 (3) 1Ilai / �/,///���/I 4 • D1 IIMI 1 1� �_ • 4 • '_ vAuL_D ,�,—I— Al Q 191-6" • C1 • M •L 12'-0" 211-0" !— 12'-6" 4-0" .. • BUILDER: • GERTZ FINE HOMES • ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS ©CopmghtCompuTrusInc.2006 ' PROJECT TITLE'' 12/02/13 PLACEMENT ONLY.RE S A TO 15794 GERTZ-THE FALCON-4 DRAWINGS S FOR AnoNS AND , REVISION-1.' ENGINEERED ALt FURTHER ER .. : . PLAN: INFORMATION.BUILDING DRAWN BY: DESIGNER/ENGINEER OF AL � �.. umber FALCON /4 REVISION-2: RESPONSIBLE FOR•ALL NON-TRUSS t CHECKED BY., .`' TO TRUSS CONNECTIONS BUILDING , - DELIVERY LOCATION: DESIGfJE�R/ENGINEER OF RECORD TO • SCALE: DESIGNS PRIOR TO CONSTRUCTION tat ♦ i z COMPANY' 0.115"—1' Z. WC I V .. All designs are property of-Pacific Lumber and Truss: All designs are null and void if not fabricated by-Pacific Lumber and Truss. . LUMBER • SPECIFICATIONS This design prepared from computer input by TC: 2x4 DF H1&BTR PACIFIC LUMBER-BC BC: 2x4 DF k188TR TRUSS SPAN 12'- 6.0" • WEBS: 2x4 DF STAND • LOAD DURATION INCREASE 1.15 •SPACED 24.0" O.C. CO D. De igl_che�ed_for net -5' s at 4 e spac_in_g TC LATERAL SUPPORT<= 12"OO. UON. • ) 2 "� • BC LATERAL SUPPORT<_ IL( 25.0)+DL 7 O LOADING Design conforms to main Cladree-resisting 12'OO. UON. ( ) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. Y-1.5x4 or equal at non-structural DL ON BOTTOM CHORD = vertical members (uon). TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 42.0 PSF Enclgsepl Cat.2, Exp.B, MWFRS, Connector plate prefix designators: LL ' 25 PSF Ground Snow (Pg) interior zone, oad duration factor=l.6, C,CN,CI8,CN18 (or no prefix LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • Truss designed for. wind loads Y,Y20HS,Y18HS,Y16 _ ) =CompuTrus, Inc • REQUIREMENTS.OF IBC 2009 AND IRC 2009 NOT BEING MET. in the plane of the truss only. • Ni Tek MT series ' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP • Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • bearing wall far entire span UON. • 6 03 12 6,03 . • 10.00 114-4x412 3 4.0" • Q 10.00 • • • 11 • • • • • 1.0 //O/////// M-SX6 ' M 3X6 • '„fill/// • �s • Ja / o ////co . 400001 / • • '— 11111044,w M 3x6 • • • Q 6.00 1? _ 6.00P2 .00 12 • 1-00 , 12 • 6-03 1-00 • 6-03 1-00 • 12-06 • 1 00 • • • • JOB NAME: • 15794 GERTZ -THE FALCON-4 Al • - WARNINGS: Truss,: Al 1.Builder and erection contractor should be GENERAL NOTES,unlesso Scale: 0.3768 and Warnings before construction cent advised of all General Notes otherwise noted; 2.an compression commences. t.This design is based only pl ca upon the design parameters shown and is for ah individual DES. B Y: E E mpression web bracing must be installed where shown., incorporation tion of component onent is Applicability responsibility design y � 3.Additional temporary bracing to insure stability i^corporation o/component is the res parameters and proper T� DATE: 12/2/2013 s the responsibility of the erector.Additional 2.Designpo s btl ty of the buildingd t ktY during construction assumes the top and bottom chords to be latently braced designer. S T . the h responsibility is the responsibility of the permanent bracing of 2'o.c.and at 10'o.c.res SEQ. : 5 745 773 4.No load should be applied to any component until after all bracingand con8nuous sheathing su respectively unless braced throughout their length by ' 11 Tng designer. 3.Installation b' P7Ywood sheath espec)and/ord ft GINE'`�s °• '` TRANS y p: fasteners are complete and at no time should any loads ^dgi^ ar lateral brae n r rywall(BC). lit , 4.Installation of truss is the responsibilitygo ofthe where shown++ eiN q, 385 773 design loads be applied to any component. greater than l 5.Design assumes ne.e • S.Com uTrus hasses are to be usd in a non-corrosive contractor. P as no control over and assumes no responsibility for the and 8n for"dry of use. IIIIIIIIIIIIIIIII�II�illll��l�l IIIIIIIIIIIII fabrication,handling,shipment and installation of components. S.Desi full bead �r 8.This is furnished subject to the limitations set forth by necessary. ^g at all supports shown.Shim or wedgedesignadequate if ( ! 8.Ones Plates inci a h jon n n e both faces of is provided. MITek USA,IDC./Corn furnished upon request ones coincide with joint center Ones. 'and placed so their center • C;} `. pUTlusSoftware7.6.5-SP2(1L)-E g'D'grtindicate size ofplate ininches . " -y*• ���',z6•'�°��' � 10.For basic connectorplate design values see ESR-1311,ESR-1988 ` • (M req ,.. } `�� This design prepared from computer input by PACIFIC LUMBER-BC ' • IRC 2009 WAX MEMBER FORCES 4Wi11GOFICgOI.OZ32 IIIIILUMBER � 1- 2=( 2IRC) 0 A- ME BER FO 1761SR GDF 259 6. 2 .3=( 1541) 942 6- 7=( 1019) 1760 2- 7.(-467)807 1556 - TRUSSASPAN 20 '3.0" - 4.(-1541)198) 1303942 17- 68=(-1018) 17602- 3=)-467) 22 LOAD DURATION INCREASE ='1 15. • 4- 5=('2198) 1303 8- 5=(-1008)•1761 7- 4=(- 7) 232 LUMBER SPECIFICATIONS • SPACED 24.0,O,C. 8- 4=( TO: 204 DF #1&BTR LOADING BC: 2x4 DF #1&BTR YAX VERT MAX HORZ BOG BRG AREA WEBS: 2 4 DF STAND • LL( • 25.0)+OL( 7.0) ON TOP CHORD - 32.0.PSF BEARING REACTIONS REACTIONS REQUIRED DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS TOTAL LOAD 42.0 PSF• O A O.S' -117/ BONS 2111 IONS SIZE4. ' 1.36.I (SPECIES)) TC • LATERAL SUPPORT <= 12'08 UON. P0'- 3.0' -1171 BCC,LATERAL SUPPORT <=prefix) WN. • LL.=25 PSF Ground Snow (P9) ift .t oc ° '' Connector plate prefix designators: • CON! res'• c ed rr -5 f C,CN,CI8,CN18 (or no prefix) =Compufius; Inc 0 979 N,M20HS,M18HS, 16 = MiTek MTseries LIMITED • S70RAGE DOE9'NO7 APPLY DUE TO THE SPATIAL - VERTICAL DEFLECTION LIMITS: LL='1540 Allowed REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. MAX LL DEFL= 0.147" @ 10 1.5" Allowed = 1.306" MAX TL CREEP DEFL= -0.244" @ 10 BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOPMAX HORIZ. LL DEFL= -0.191" @ 19'- 11.0" • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • MAX HORIZ. TL DEFL= 0.234' @ 19' 11.0' 10 01 08 10-01-08 • Design conforms to main windforce-resisting 4-11-04 4-11.04 5' 02 04 , system and components and cladding criteria. 5-02-04 .: Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 12 • Enclosed, Cat.2 Exp.B, MWFRS, 10.00 interior zone, load duration factor=l.6, 12 M 4x6 Q • Truss designed for wind loads in the plank of the truss only. 10.00 340 • • Di • • 3x4 to M-3X4 mem 4 , 1111111 7 i. a T y` M 5X8 00 8 ■g M1..5x3 -1.5x3 4114. o 1(;)' o • ..6 0 o • M-7X8 6.00 D o M 7x8 12 12 6.00 1z 008 501 5-01 5,00-08 • • 10-01-08 , • 10-01-OB 20-03 WEDGE REQUIRED AT HEEL(S). Scale: 0.2371 r�������Cts� GERTZ -THE FALCON-4 - B3 JOB NAME: 15794unless otherwise noted: f iNr'4C. " GENERAL NOTES, 5 for an individual s WARNINGS: component.onV upon p ontyeforameers shown ownand pfo .an.nen. LM bitingoncomponent is the responsibility of the building desig j r•� 1.Builder and erection contractor should be advised of all General Notes 1.Tincodesign a i n basedof b up°�.gie parameters shown andj and Warnings before construction commences. 2 Design assumes the top and bottom chords oe h length ry�y i� Truss: 63 3.2x4 compression web bracing mast be alunwIlconstruction 2'o.c.and at 10'o.c.rasped boS ood to e l C)and or braced ( ) yi {a s by 3. w 0 resp temporary of theeier toct insure Isonlstability duringor iveN un essbraced required where shown r•d• " jJ {� is gra responsibilityi erector.Additional permanent deersigi bracing of 3 Impact sheathingbridging r such as P erre of the respective c°ntraUor. , _ DES. BY: EE No overallstructureappliedanyistietoscompty nfthentillafte f1l�. 6•q . �(� 12/2/2013 4.No end should befete n to at 5.Design assumes trusses are to be used in a noncorrosive environment. component until after all bracing and 4.Installation d hiss is the lateral bracing ds shown shim or wedge if DATE: ester than and are for"dry full condition"g use. �t 57 45774 fasteners are as no control e andv r timeceut and a ono�d g 6 Design assumes full bearing at ell suppo I �� S E Q• : design loads be aPPried to anY cempo - 1 7' 7.Design assumes adequate drainage is providednd aced so their center t Z J U TRANS I D: 385773 5.Chis design has miheeect to installation of et forth components. the 8.Plates shall be located on both faces o truss' pd fabrication,handling, P �/pp} C� 6130115 . lines coincide with jointfpcenterfines. g nTek) Evpp}f[ r-S 6.This design is famished subject to the fimnations set forth by 9.Digits indicate size of plate in inches. f:T iTek U A inBc i copies rf which will be 7.6.ed upon Lquest. III III IIII MiTek USA,Inc./CompuTrus Software 7.6.SSP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-149 IIIIIIIIIIIIIillllllllllllllllllll � • • • 11111111 , • • LUMBER SPECIFICATIONS This design prepared"from computer input by IC: 2x4 DF#1&BTR • PACIFIC LUMBER-BC BC: 2x6 DF SS - 20-03-00 GIRDER.SUPPORTING'35-03-00 • WEBS: 2x4 DF STAND; LOAD DURATION INCREASE= 1.15 (Non-Rep) 2x6 OF#S;A• '• • - 1- 21-9234) 1P88C 20098- MAX MEMBER FORCES -276GDF/Cq=1.00 2x6 DF#2 B' LOADING • 2- 3=(-7468) 1046 8- 9 ( 934) 6550 8- 2= ) 2318 11- 6- TC UNIF:LL( :50.0)+DL(L 14.0). 64.0 Snow (Pg) ( 928) 6510 2- 9=( 276 ( 1184) 164 TC LATERAL SUPPORT <= 12'OC. VON. 4- 5=(-5788) 814 10.1t=(_804) 5586 9- 3=( 1184) 3056 6-121 -276) 2318 BC LATERAL SUPPORT<< 12'OC. UON. BC UNIF LL(- 415.6 +DL 302.6)=10.0''TO 20"- 3.0' V ( 944 ( 718.2 PLF 0'- 0.0" T4 20'; 3.0" V 56=(-7468) 1046 11-12=( 804) 5586 3-10=(-2500) 352 Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6- 7=( 8234) 1288 12- 7=(.928) 6510 10- 4=( -944) 7132 C CN,CI8,CN18, REQUIREMENTS OF INC 2009 AND INC 2009 NOT BEING MET. 7=(-934) 6550 10- 5=(-2500) 352 N,N20HS,M18HS11�6 no k1M7 seriesuTrus, Inc 5-11=( -376) 3056 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP • BEARING AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • LOCATIONS MAX VERT MAX HORZ BRG REQUIRED BRG AREA 0'- 0.0" REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) �' ( 2 ) complete trusses required. 20'- 3.0 -1094/ 7920V -212/ 212H 5.50".12.67 DF ( 625) Join together 2 ply with 16d Common nails staggered at • -1094/ 7920V -212/ 212H 5.50" 12,67 9° oc to 4 row(s) throughout 2x4 top chords, DF ( 625) . 8' oc in 2 rows throughout 2x6 bottom chords, ICOND �• D 1 • an heck d for n tl- Ocfl 1'f "' 9" oc in 1 row(s) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.085' @ 13'- 6.1" 10-01-08 MAX TL CREEP DEFL = -0.202" @ ,3 - 6 1 Allowed = 0.967' • Allowed = 1.289" • • • 3-09-07 10-01-08 MAX HORIZ. LL DEFL= 0.027' @ 19'- 3-02-14 3-01-02 MAX HORIZ. TL DEFL = 0.046" A 19'- 9.5' 3-01-02 3-02-14 • 12 3-09-07 • Design conforms to main windforce-resisting 10.00 M-7x8 12 --r system and components and cladding criteria. Wind: 110 mph, h=25ft, duration .2,BCDL=6.0, ASCE 7-05, 4 7.0" 10.00 Enclosed, Cat.2 Exp,B, MFRS, • • interior zone, load duration factor=l.6, l� Truss designed for wind loads in the plane of the truss only. • • M-3x6 • M-3X6 u7 �' o • . • 0; M-3x :0 ,,M-3x6 • • M-7x8 �� _ mn �mta -7x8 - o 6 �, M ® es • • 114*= ��.� s • to . M-3x8 10 M-5x8 0.25" 11 • M-5x8M-3x8 7 • =M-8x8(5)• 3-07-11 3-01-023-04-10 3-04-10 - 3-01-02 3-07-11 20-03 - WEDGE REQUIRED AT HEEL(S). • • • JOB NAME: 15794 GERTZ -THE- .FALCON-4 B4' WARNINGS: Scale: Truss: B4 • 1.Builder and erection contractor shouts be advised of all General Notes• GENERAL NOTES,unless otherwise noted: 0.2423 and Warnings ctione construction sh oommeadvs 1.This design is based on u DES. BY , 2 2x4 compression web bracing.musf be installed where shown+. builds Applicabilitymof e parameters esignt agamete and is(open individual ` rt ��� E E 3.Additional temporary bracing tb insure stability dud 2.Designation of the top andbottomchords to be laterally braced at S incorporation of component is the res 9 parameters and proper DATE: 12/2/2013 s the responsibility of the erector.Additional "g construction onPonsibiliry of the building designer. SEQ. : the overallp structure is the resopermanent bracing of 2'o and at 10'o.c.such as(iyeN unless braced throughout f. DA Q• : 5 745775 4.No load should be applied to anycomponf until after building designer. and continuous sheathing such ughout their length by ~2 E' fasteners are complete and at no compone t any laall greater than, 5.Designma�obridging plywood of the respective aacontractor. ootracwall(BC) TRANSbracing 4.Insass assumes trusses sis theresponsibilityare ton taeon-core si eon thong. f I D: 3 85 773 desigd loads be applied to an component. assumes trusses to be used t 5.CompuTrus has no control over an assumes no responsibility for the Design assumes full bearing of all supports in a noncorrosive environment, and are for"dry condition"of use. IIIIIIIVIIIVIIIILIIIIIII�IIIIIItI IIIIIIII fabricator,hauling,shipment and installation of components. 6 Desi ry ,,,, S.This design is famished subject to the lirrtitations set forth by r necessary PPorls shown.Shim or wedge if ;,1fS� #if TPIANTCA in SCSI,copies of which Will be tarnished upon re 7.Design assumes adequate drainage is provided. OR N, 8.Plates shall be located an both(aces of[mss,and placed so their center • MiTekUSA,Inc./CompuTrusSoftware7.6. west Iinicatesizeointcenter ateiniche `ur�6 5-SP2 1L-E 9.Digits indicate size of plate in inches. �( ( ) 10.For basic connector plate design values see ESR-1311,ESR-1989(li7ek) • ,�t tt(�}-y�{-i� This design prepared from computer input by PACIFIC-LUMBER-BC IRC 2009 • MAX MEMBER FORCES43 4W31GBF�C613)0459 IIIIIIIIIIIER 1- 2=( -49) 72 2- B=( 117 228 TRUSS SPAN 20'- 6.0' 2- 3=( -79) 124 8- 9=( 136) 45 3- 9=(- 0). 147 LOAD DURATION INCREASE = 1.15 3- 4=(-411) 293 9-10-("175; 43 9- 5=(-117) 228 SPACED 24 0'.O:C. 4- 5=(-411) 293 10- 6=( 19- 5=(-117) 459 • LUMBER SPECIFICATIONS 5- B=( -79) 124 TC: 2x4 OF kt&BTR LOADING 6- 7=( -49) 72 BC: 2x4 DF #1&BTR.. WEBS: 2x4 DF STAND LL('25.0)+DL( 7.0) ON TOP CHORD '10.0 PSF • DL ON BOTTO4 CHORD=. MAXVERT MAX HORZ BAG REQUIRED BOG AREA TC LATERAL SUPPORT <= 12'OC. UON. • TOTAL LOAD 42.0 PSF BEARING625)E BC LATERAL SUPPORT <= 12"OC. UON. kOCATIONS - REACTIONS REACTIONS54H 53.50" 0.43N (SPECIES)F • • LL = 25 PSF Ground $naw (P9) 0'- O.S' -99f 2704 -105/ O 53.50' ( IE ) OVERHANGS: 12.0'.- -12.0' 4'- 5.5' -9 1 722V -149/ 105H 53.50" 1.16 ODF (F ( 625) LIQIIRD ENTSAOF DOES NOT APPLY DUE TOO9 THE BEING MET. 16'- 5.5' 491 •722V 541 89H 53.50' 1.16.43 Dl CoM- .5x4 or equal at non-structural • REQUIREMENTS OF IBC 2009 AND IRR,2009 NOT BEING • 6'- 0.5' • vertical members (uon). s 'ft .t 4 "•c st.c Connector plate prefix designators:' BOTTOM CHORD CHCKED.EOR tOPSF LIVE LOAD. TOP 0 I • Des .R lecke. ,r C,CN,CI6,CN16 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE t0A0S ACT NON•CONCURRENTLY" VERTICAL DEFLECTION LIMITS: LL=L012040,Allowe180 0.100" N,N20HS,N16HS,N16 = N1Tek N series • 10-03 NAX LL DEFL= -0.002' @ 1' 0.0' Allowed = 0.133 10 03 5-05-06 MAX TL DEFL= -0.003" @ -1' 4 010 0 5-09-08, 5-09 08. MAX TL DEFL= -0.003" @ 21'- 6.0° Allowed = 0.133 12 MAX TC PANEL LL DEFL= -0.053° @ 12'- 8.8" Allowed = 0.715" 12 M 4x4 N • Moo. MAX TC PANEL TL DEFL= -0.045' @ 12'- MAX HORIZ. LL DEFL= -0.008" @ 20'- 4.0' 10.00 4.0" • MAX HORIZ. TL DEFL= 0.010" @ 16'- 0.5" y(SoN 111 M 3X6 This truss does not include any time dependent deformation far long term leaden (creep) in the total load deflection. The buileter ingsdesigner III " shall verify that this p with the intended use of this component. M 1.5X4M 1.5X4 Design conforms to main windforce-resisting�, . - system and components and cladding criteria. y4 M-3X6 Wind: 110 mph, h=25ft, TGDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, NWFRS, X6 M 3X4 interior zone, load duration factor=l.6, �,' Truss designed for wind loads oacM-3X6 in the plane of the truss only. ap � N-2.5x4 or equal at non-structural diagonal inlets. oasp � Truss designed for 4x2 outlookers. 2x4 let-ins �� `111111111111,0, es M 1.5x4y of the same size and grade as structural op M-5x8 �' chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are M 3X6 permissible at inlet board areas only.1111111 ,,,,,,,,, 10 0 vo M 3x4 "6M-5x6 ill-5x6 0 M 3X4 6 D Q 6.00 .00 12 12 4-05-08 1-00 1-00 5-09-08 4 05 08 5-09-08 1-00 20-06 1 00 " -THE FALCON-4 - B1 Scale: 0.2495 ��PRor��; NAME: 15794 GERTZ unless otherwise noted: 55 1N,. s J 0 B GENERAL NOTES, n the parameters shown and is for an individual f�fJ � ) WARNINGS: component.bd onty Appliupon t efarameer shown and for an.ed at �C! buildingdesigner.1.Builder and erection contractor o should be advised of all General Notes 1. incorpThis oration f component s the responsibility of the budding 9 _; j -•� and Warnings before construction commences. s( B 1 lesion web bracing must be installed where shown . 2.benign assumes the top andbottom isochordsracedthroughout rthe length by IL 2.2x4 compression construction continuous and a hes 10'o.n such ori sheathirg(TC)and/or drywall(BC). n{�y ��1 Truss. 3.A he resp temporary f the er to ir.Ad stonal rman required where Jt / # EE is the responsi ctur of the eespon Addiyo f t permanent esigner of 3.2xImpacts angor such as mann v DES. BY: No overalloUfa be relied responsibility cibipnfthentil building designer.bracn 5.De9ninoftruss is rrutsu the e reeto si.Ssedmherespenboe environment,nt, . C�, 6` �r,� DATE: 12/2/2013 47764.No load s are cm la appliedn at any component unit after all bracing and 4.Installation are for"dry trus es a e ose.rdse in shown.�rn or twsdge it (7 fasteners are complete and at no time should any loads greater than 8 Design assumes full bearing at all supports y� TEA, : 5D 385773 designpoTrus be applied no any over and anent. l31� F(��t t� necessary. ovided. �� J �J �/1,2, . 5.CoicaTrn,hast ,shiploverandnssumesno responsibilitymponnts for the assumes and placed so their center /Lt TRANS I D. fabrication,handling,shipment and installation of components. 8_Flag shall below located on be oth drainage ° ^ ' Foes coincide with joint center fines. • �/�7 r� �d301 f 5 6.This design is furnished subject wF�icA ll bea(umished upon�ra9uest 9.Digits indicate size of plate in inches. °L lir S I tie 5 P V I t III IIIIIIII TTek U A inSCSI,copies10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ! ti IIIIIIIIIIIIIIIIIIIIIIIIIIIIillll MiTek USA,Inc/CompuTrus Software 7.6.5-SP2(,L)-E • limy so• This design ER-BCpreparechfrom computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC 7C: 2x4 OF q1&BTA TRUSS SPAN 20' 6.0" WEBS: 2x4 DF NICBTA LOAD TRUSS INCREASE = 1,15 2x4 DF STAND IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BC SPACED 24.0" O.C. 1- 2=( -49) 72 2- 8=1-948)• • LATERAL SUPPORT<= 12.00. UON. ( 948) 1752 3- 8=( 0) 232 LOADING 2- 3=(-2189) 1244 8- 9=(-959) 1751 3- 9=(-463) 229 • LL( 25.0)+DL( 7.0) ON TOP CHORD = '32.0 PSF 3- 4=(-1536) 908 9-10=(_959) 1751 9- q IC LATERAL SUPPORT <= t2"09..00N. OVERHANGS: 12.0' DL ON BOTTOM CHORD = 10.0 PSF 4- 5=(-1536) 908 f0-•6=(-948) 1752 9- 5=(-463)( 758) 1549 B 12.0' TOTAL LOAD = 42.0 PSF 5- 6=1-2189) 1244 229 plate prefix designators: 6- 7=( -49) 72 10- 5=( 0) 232 C,CN,C18yCN18 (or no prefix) LL = 25 PSF.Ground Snow (Pg) • Connector • • S,N18HS,M16 = MiTek MseriesuTrus, Inc BEARING M,M2OH LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS MAX VERT MAX HORZ BAG REQUIRED BAG AREA REQUIREMENTS OF INC 2009 AND IRC 2009 NOT BEING MET. 0'-• 0.0" _14 - I05V -214/AC 21O4H 5I50" 1.56/ DF ( 625) (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 20'- 6.0' -142/• 975V -214/ 214H 5.50" 1.56 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. DF ( 625) 10-03• COND OO c' n the k d for n tl nsfl 10-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L 180 5-03-12 4-11-04 MAX LL DEFL = -0.002' @ -1'- / 4-11'04 MAX TL DEFL = -0.003" @ -1, 0.0' Allowed = 0.100" • 5-03-12 0.0" Allowed = 0.133" • • 12 MAX LL DEFL = DEFL = -0.141' @ 10'- 3.0" Allowed = 0.979' 10.00 M•4x6 12 MAX LL DEFL = -0.002' @ 21'- 6.0' Allowed = 0.100" . 4 " 10.00 • MAX TL DEFL = -0.003" @ 21'- 6.0" Allowed = 0.133" MAX.HOAIZ. LL DEFL = -0.183' @ 20'- 0.5' i� MAX HORIZ. TL DEFL = 0.233" @ 20'- 0.5" - Design conforms to main windforce-resisting system and components and cladding criteria. a. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, MFRS,interior zone, load duration factor=1.6, M-3X4 Truss designed for wind loads e M-3X4 in the plane of the truss only. � 5x89 \� e 8 • M-1.5x3 • 1n� �, M-3x6 M-1.5x3 • • M-3x6 • • Cco co 0 1 _ er• Q 6.00 0 12 6.00.E , • 12 5-02 5-01 _____,I, 5-01 • 5-02 1-00 10-03 1-00 • 10-03 • 1-00 • • 20-06 WEDGE gEQUIpED AT HEEL(S). • 1-00 •' JOB NAME: 15794GERTZ -THE FALCON-4 - g2 ' • • p WARNINGS: Scale: 0.2370 Truss: 62 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and s for an individual and Warnings before construction commences. GENERAL NOTES,unless otherwise noted: c PROF, 2 2z4 compression web bracing building component A neat bi `!c'3 ,l}PrS(,�/:• ,3 DES. B�(; EE must be installed where shown+. 2. incorporation of component is th ofsponsibi parameters buildding designer. c s 3.Additional temporary bracing to insure stability during constructionAn assumes the top and bottom chords to be laterally braced at DATE: C. 12/2/2013 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.res . �t 1. the overall structure is the responsibility of the building designer. Dbra/unless braced throughout their length by F -''"k"\ i'1 :�`+ SEQ. : 4.No bad should be appliedwntinuous sheathing such as DNwood sheathing(TC)and/or drywall(BC). 'V 5745 777 to any component until after all bracingand 3. Impactbridging iors lateral boning ty of the re peere shownco+a t • TRANS 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, 4.•Installation of truss is the responsibility of the respective contractor. I D: 3 85 773 design loads be applied to any component. } ll i 5.CompuTrus has no control over and assumes no responsibility for the •and gare or"drycoondbeaen0 at use. supports fabncation,handling, 6.Design • I IIII 6. is furnished'subject tao firreltationation of set forth bye necessary. PPoov shown Shim or wedge if OR, #N IIVIIIVIIIVIIIVIII VIII(IIII III T This design in BCSI,copies of which will be furnished upon request 7 Design assumes adequate drainage is provided 8,bless shall be located on both faces of buss,and placed so their center �it+" �f'SJ' 1°' ��� MiTek USA,Inc./CompuTrus Software 7.6.5SP2 1 L_E 80 Digits indicate s ze of plate in inches. . ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • } ..�T1 t frt`I • EXPIRES 6130/1 This design prepared from computer input by PACIFIC LUMBER-BC • IIIIIIIIIIIIII • IRC 2009( MAX M72gE2-6a(C60) 185R16D3'1011199 • TRUSS • SPAN9'- 0.0" 2-3=( 346) 175' 6-4=(-60) 185 - LOAD DURATION INCREASE = 1.15 3-4=(-346) 175 LUMBER SPECIFICATIONS SPACED 24 0 0 C. 4-5=( -54) 72 TC: 2x4 OF pt&BTR „ • BC: 2x4 OF STANDBTR LOADING 32.0 PSF WEBS: 2x4 DF LL( 25,0)+DL( 7.0) 'ON TOP CHORD,= BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD-_. 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TC LATERAL SUPPORT <= 12'OC. UON. TOTALTLOAD = 42.0 PSF BC LATERAL SUPPORT <= 12'OC. UON';- - 0'- 0.0' -76) 492V -102/ 1020 5.50" 0.79 DF ( 625) LL = 25 PSF Oround Snow (Pg) g'- 0.0' -76/ 492V -102/ 102H 5.50' 0.79 DF ( 625) OVERHANGS: 12.0' 12.0' 'f .t 24 "o s..c'nr plate prefix designators: LIMITED STORAGE DOES NOT.APPLY DUE TO THE SPATIAL cor 2. 0 it a er fir let -5 rs • C Connector8,CN18 (or no prefix) =CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=LOIo40'Allowed 0.100' M,M20HS,M18HS, 16 = MiTek MT series MAX LL DEFL= -0.003' @ -1 - 0.0" Allowed = 0.133" BNDTBM TOMRD ORDCLIV FORDS AC LIVE LOAD. TOP MAX LL DEFL= -0.002' @ -1' • AND BOTTOM CHORD LIVE LOADS ACT NON-C6NCURR4-06• MAX LL DEFL= -0.002' @ 10 0.0" Allowed = 0.133" 4 O6 • MAX TL DEFL= -0.003" @ 10'-4 O6 12 MALE TC PANEL TL DEFL= -0.028" @ 6'- 6.2' Allowed = 0.523"'" 12 IM-4x4 ` Q 10.00 • MAX HORIZ. TL DEFL= 0.002" @ 8'- 6.5" 10.00 vs 4.fl", This truss does not include any time dependent' �Ideformation for long term loading (creep( in the total load deflection. The building designer ' intendedruse ofathislcomponent r fits with the Design conforms to main windfarce-resisting system and components and cladding criteria. ' • Wind: 110 mph, h=15ft, TCDL=4.2�FDRS-6.0, ASCE 7-05,:, ' Enclosed, Cat.2 Exp.B, interior zone, load duration factor=l.6, ' Truss designed far wind loads ' .. in the plane of the truss only. cn 0 4- co 0 o �� M-3x4 , M-3x4 M 1.5x3 •I 4-0. 6 4-06 1 • 9-00 00 1 00 • • • Scale: 0.4931 ,.t)PRQF�C '. JOB NAME: 15794 GERTZ -THE FALCON-4 - C2 < -, ,, GENERAL NOTES,unless otherwise noted: ,1 ._,GME: , ^i WARNINGS: n the parameters shown and is for an individuald i building component Applicability of design parameters and proper designer. ) i 1.Builder and erection contractor shouts be advised of all General Notes 1.Thiser 9 mponent Ap a ted only P s the f design par of the brnldtng de r r C Z and Warn ngs before construction commences. unless braced throughout their length by 11'n '•� Truss: G 2.2 4 compression web bracing must be installed where shown+. 2,Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respeclivey s braced thio andlorhelr 40011' �ryy�y A 3. is Additional temporary bracing erector. insure Additional permanent braconstrcng o continuous sheathing such as plywo where shown th 'JRA DES. BY eho erall s uctur i the eespon ibifW f ildingdesigner. of 3 2x Impact bridging or lateral bradng requiredJ theEE load s structure is the responsibility of the building desig DATE: 12/2/2013 774.No end s are appliedany5.Design assumes trusses are to be used in a noncorrosive environment, ,- R 6, ��� to component until after all bracing and 4.Installation(dims is the responsibility of the respective contractor. be and are for"drycondition" full be bearing of use. SEQ. : 57 457 7 8 fasteners are complete and at no time should any loads greater than 6 Design assumes Nil bearing at all supports shown.Shim or wedge if t+ design bads be applied to any component. necessary. drainage is WovidedvJ f a ''�. TRANS I D: 385773 5.C bncaUon, ndlin shipment a d nssumes nor compo lents for the 7 Design assumes adequatef and placed so their center � • 6. -. t L;Gt i is de ig,is finis.edisubjec and a limibgo of compote yrs. 8.Plates shall be located on both faces o Miss, 6.This design is Nmished subject to the lmttations set forth by lines asic con with lana center lines. 'V�,.j )+r TPIIWTGA in BG51,copies of which will be Nrnished upon request. U Wgib is ej o^e s o or Pla[ete in inches. design values see ESR-1371,ESR-1988(MITA) EXPIRES I ry`~C 6 ) 1 1 J IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII�IIIIII MiTek USA,Inc.ICompuTrus Software 7.6.5SP2(1L)-E / 1� V LUMBER SPECIFICATIONS • This design prepared• from computer input by TC: 2x4 DF tl1&87A PACIFIC LUMBER-BC • BC: 2x4 DF k1&BTR TRUSS SPAN 9'- 0,0" LOAD'DURATION INCREASE= 1.15 • COND 7C LATERAL SUPPORT <= 12"0C. VON. SPACED 24.0" D.C. Desi checkedfor net s osfL uplift.at 24 0 BC LATERAL SUPPORT<= 12 OC. UON. istjng LOADING Design conforms to main windforce-resisting Connector plate prefix designators: IL> 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF • system and components and cladding criteria. Conner 8,CN18 (or no prefix)) =CompuTrus; Inca DL ON BOTTOM CHORDL10'.0 PSF Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6,0, ASCE 7-05, N,N20HS,M18HS,N16 = Mi7ek MT series TOTAL LOAD = 42.0 PSF Enclosed, Cat.2 Exp.B, NWFRS, LL =25 PSF Ground Sno�4 (pg) interior zone, toad duration factor=1.6, • inTruss thedplaneed offor thewtrussnd oads only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REf1UIREMENTS OF IBC 2009 AND IAC 2009 NOT BEING MET. • Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD CHECLIVEKED FOR 1OPACTLNON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete s"ecifications. BO4-06 4-06 • • • 12 • • 10.00 M-4x4 12 ��3 10.00 D_� • • o , .c . .. • • M 3x4 ///iiiiii/ i /iio M-3x4 • • • • • ' 1.00 • • • 1-00 • • • • • • JOB NAME: 15794 GERTZ -THE FALCON-4 = Cl. - • Scale: 0.5056 WARNINGS: • Truss:. C 1• 1.Builder and erection contractor shouts be advised of all General Notes �. and Warnings before construction commences. GENERAL NATES,unless otherwise noted; 1.This design is based only upon the parameters shown and is for an individual DES. B Y' 2.2x4 compression web bracing must be installed where shown+. incorporationcef compt.gonelnt iss�the responsibility°f the building designer. E E 3.Additional temporary bracing[o insure stability during co stmction 2.Desgn assumes the top and bottom chordsto ben parameters braced a1 t 1' _` ��6', DATE; 12�2�2D�3 • is the responsibility of the erector.Additional \.` .1 the overall structure is the responsibility of theuilding designe'gr.of Z°"G'and of 10'o.c.respectively unless braced throughout their length M' i SEQ. : 5 745 79 4.No load should be applied to any component until after all bracingand 3 a Impact bridging or continuous sheathing such as plywood sheathing(TC)and/ord - Q, fasteners are complete and at no time should any loads realer than 5.Desjgd assumes trussles arae to beaus required ad where shown++ • TRANS 4.Installation of truss is the responsibility of the res cwall(BC). f r I D: 385 773 design loads be applied to an p0 h respective contractor. r • • 5.CompuTrus has no control over nd assumes no responsibilityfor the and are Design assumecondition" ondbean of use.supports in a noncorrosive environment, �, fabrication,handling,shipment and installation of comone G.Desi 11111111111111111111 IIIIIIVIIIVIII II 6 This design is furnished subject the limitations set forth by necessary. spore deown.Shim or wedge if CS II VIII VIII IIII IIII ThiANrCA in BCni,copies subject ewMch will it furnished upon T.Plates assumes ca adequate drainage is provided. �: 8 Plates shall be located on both faces of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.5-SP2 1Lr)-Fest lines coincide with joint center lines. © `C4.4'26.�p 9.Digits indicate size of plate in inches. • .. ( ) 1a.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) r J /2/Z/13 • I_EXPIRES 6f3w, This design prepared from computer input by PACIFIC LUMBER-BC IIIIIIIIIIIIII IRC 2009 MAX MEMBER FORCES 4WRIGOFICq=1.00 •' 1- 2=( -49) 72 2- 7=1-325 751 3- 7=( -266) 244 1 -143) 506 • TRUSS SPAN 19'- 6.0" I- 3-(-1103) 626 7- 8=(-179) 468 7- 4=) - LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 3- 4=( -977) 499 8- 9=( 264) 603 9- 5_; -139) 156 SPACED 24.0" O.C. 4- 5=( -878) 464 5- 9=(-1000) 509 TC: 2x4 OF #1&BTR 5- 6=( -79) 119 9- 6=( -86) 99 BC: 204 DF #15BTR LOADING WEBS: 2x4 DF STAND LL( 25.0)+DL( 7.0) • ON TOP CHORD = 3t0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT NAX HORZ BRG REQUIREDMIN. 99G AREA TOTAL LOAD= 42.0 PSF• LOCATIONS REACTIONS REACTIONS SIZE (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. O,_ 0.0' -t39/ 1015VO -219/ 224H 5.50" 1.62 S ( 625) • LL = 25 PSF Ground Snow (Pg) C OVERHANGS: 12.0' 0.0� 19'- 6.0' -1111 890V -219/ 224H 5.50° 1.42 DF ( 625) TED Connector plate prefix designators: BOVeONOADOAT LOCATION(S) SRECIFIEDLBYIIRC 2009AGE CompuTrus, IncLOAD D 2OS glLchecf0d for S-4H)5.50" at24_oc_spacing_. M,M2OHS,M18HSCN18,M16 ( = prefix) = THEIV BOTTOM CHORD DEAD IS A EINIYUI•CF 010 PSF. VERTICAL DEFLECTION LIMITS: LL=11240Allowed = 0.100" , TL=L1180 • N>.Tek MT seriesMAX LL DEFL= -0.002' @'-1'- 0.0" Allowed = 0.100' • 9 00 MAX TL DEFL= -0.003' @ -1 _ 1 3• Allowed = 0.929" 10-06 MAX LL DEFL= 0.023• @ 7' 1.3' Allowed = 1.239" 5-03-05 3-08-11 MAX TL CREEP DEFL= -0.045" @ 7'- 5 04-01 5-01-15 MAX HORIZ. LL DEFL= 0.009" @ 19'- 2.5" 12 MAX HORIZ: TL DEFL= 0.014" @ 19'- 2.5" 12 4.01!' .0M-4 10.00 Design conforms to main windfarce-resisting 10.00V. a 4 °. system and components and cladding criteria. Wind: 110 mph, h=20ft, TCDL84.2�FRS,6.0, ASCE 7-05, Enclosed, Cat. Exp. B, interior zone, load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M 1.5x3 0 °' . 4,,,,,sisisis M-1.5x3 - 1`.1"-) r co 0 T • M- it 0_ 7 .M-3x4 3x4 C. 1 M 3x4 M 3x4 5 6-09.06 5-07-05 , 7-01-05 19-06 1-00' • Scale: 0.2819 � Otti ' JOB NAME: 15794 GERTZ -THE FALCON-4 - D3 • • iri ' GENERAL NOTES,unless otherwise noted: <Ct n the parameters shown and is for an individual 111 j • , WARNINGS: buildifig•component Applicability of design parameters and proper per.designer. ,; i 1 ,,. ` i 1.Builder and erection contractor should be advised of all General Notes 2 Thinis design o an bof ased n t is the m chords ho ds to of the be aIN braced ed at and Warnings before bracing muion commences D 32.Design assumes the top anaeN r bottom aced throughout he length by Truss• 2.zx4 compression tempo web racing to Dstore stability dinstalled uring construction z'o.c.and at 10'o.c.rasps ood sheathing(TC)and or d ywell(BG). i� 3.Additional temporary of theeieg 2'o.c.ous sheathing such as elM' OR' t DES• BY: /2 the the real)structure erector.Additional permanent bracing of3.2x Impact racingof the ten:respective contractor. **11 overall structure is the responsibilityomp n the building designer.llrr 5.Design on omeu is is the rerals o be used required re resperrose'rve environment, �} `t°4�r }'�6 a�t �rti DATE: 1212/ 7 8 4.,No end s areelc complete an at any component until after all bracing and 4. en as of truss is the are to uselity `.+ and are for"dry futi bearing of use. --, 57 457 80 fasteners applied and at no time should any loads greaterthan 6 Design assumes full beadng at all supports shown.Shim or wedge if SEQ. : bent. ..F `� C • design loads be ocontrol to anyvromp° necessary. r �,L� �`s�J /11.. 3 85773 5.CompuTrus has no over and assumes no responslb lily for the 7 Design assumes adequate drainage s provdeda so their center 12"/$((,, TRANS I D: 8.Plates shall be located on both faces of truss, P� fabrication,handling,shipment and installation of components. aint at I rMnes. 6.This design n famished subject tohi the limitations set forth byones coincide with I t+jnr 15 9.Digits indicate size of plate in inches. ,EXPIRES 1 V I VIII VIII VIII VIII IIII IIII 7pek A USA, nc/ copies rf which will be furnished upon L-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MiTel� • IIIIIIIIIIIIIIII MiTek Inc.ICompuTrus Software 7.6.5-SP2(1L)-E • LUMBER SPECIFICATIONS This design prepared,from computer input by TC: 2x4 DF#18BTR PACIFIC LUMBER-BC BC: 2x4 DF#ICBTR LOAD DURATITRUSS ONINCREASE 6.0°'15 WEBS: 2x4 DF STAND IRC 2009 MAX MEMBER FORCES 4WA/GDF/Cq=1.00 SPACED 24.0' O.C. • 1- 2=( -49) 72 2- 7=(-325) LATERAL SUPPORT<= 12.00:UON. 2- 3=(=1103) 626 7- 8=(-179)( 325) 751 3- 7=( -266) 244 BC LATERAL SUPPORT-. = 1p^OC. UON. LL( 25.0)+DL( 7.0)LONDTOP CHORD 32.0 PSF 3- 4=( -977) 119499 8- 9=(-264) 468 7- 4=( -143) 506 • OVERHANGS: 12,0 DL.ON,- LOADING CHORD= 10.0 PSF • 4- 5=) -878) 464 1 264) 603 4- 8=( -70) 302 0.0" TOTAL LOAD = 42'.0 PSF 5- 6=1 -79) 119 • 8- 5=( -139) 156 Connector plate prefix - 5- 9=(-1000) 509 OVERHANGS: C,CN,C18,CN18 (or no prefix) LL =25 PSF Ground Snow (Pg) G 6=( -86) 99 ConnecS,M18Ha 16 = Mx designators:MT uTrus, Inc BEARING MAX VERT MAX HORZ BRG REDUIRED BAG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SD.IN. series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2009. 0 0.0" -139/ 1015V -219/ 224H 5.50" 1.62 DFP(C625) • THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19'- 6.0' -111/ 890V -219/ 2240 5.50' 1.42 DF ( 625) 10-06 9-00 • CO 1. : De ig_n checked for net4-5�si Uplift at 24 bc_snecing. • 5-04-01 VERTICAL DEFLECTION LIMITS: LL=L/240,if0 NAX - 0.0MAX - 0.0NAX LL DEL = 00 7 1.310.00 NAX TL CREEP DEL071.3 = 1.239" M-4x6 12 • 4.0 MAX HORIZ. LL DEFL = 0.009° @ 19'- 2.5" 4x 10.00 MAX HORIZ. TL DEFL = 0.014• @ 19'- 2.5" � Design conforms to main windforceresisting s stem and components and cladding criteriaWind: 110 mph, h=2oft, TCOL=4.2,BCDL60ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFAS, interior zone, load duration factor=1.6• Truss designed for wind loads olisssssss :1 • in the plane of the truss only. • ,J, • 0 M-3x4 % • CD \: 15x3 CO • IN o M 3X4 M-3x4 M-3x4 M-3x4 • 7-01-05 6-09-06 5-07-05 1-00 19-06 • JOB NAME: 15794 GERTZ .-THE FALCON-4 - D2 • D2 WARNINGS: Scale: 0.2819 Truss: Builder and erection cont actor should be advised of all General Notes GENERAL NOTES,unless otherwise noted: and Warnings nid a before construction tractrshould cemmeaces. This design is based only upon the qq���f DES. 2.2x4 compression web bracingbuildingParameters shown and is foranirxlivldual A`wi„r 6-" /."�+ BY: EE must be installed where shown=. incorporationpof component isthe responsibility f roof th the designer. S 3.Additional temporary bracing to insure stability during construction 2y Design assumds the top and bottom chords to e tolerant+braced at DATE: 12/2/2013 is the responsibility of the erector.Additional permanent booing of h .• " P's:' ,4111 TRC�1the overall stmcture is the responsibility of the building designer. 2o'c'act bd 10'o.c.respebelyunlessbraced throughout their length by 1C�*S6Q• ^ 57457814.No bad shook!be applied to any component until after all bracingand centinuoussheathing suchas pwod sheathinglTC)and/ordrywall(BC). "C•^fasteners are complete and at no time should any loads greater than 5.Design assumes assor les arae Lol ra ngcere�quired wh�erb sosown ive ironment, ANS I D: 385773 design loads be applied to an component. 4.Installation of truss is the are responsibility use of the respective contractor. 5.CompuTrus has no control over and assumes no responsibility for the and gneassumre-s-s full dbearing at all supports A 7 • fabrication,handlianng, 6.Desi I lllllllllll lull 6.This design is ndli had shipmentsubject to the liinstmitationsseton set forth bye. necessary is provided.shown.Shim or wedge if . e OR'tif I llilllilll lulllllllllllllll7 Design assumes adequate drainage provided. , !!!i to TPWVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center fines. 8.Plates shall be located on both faces of truss,and placed so their center • , -• (1' MiTek USA,Inc./CornpuTrus Software 7.6.5 Sp2 1 L-E 9.Digits indicate size of plate in inches. S. ` .`�6` �� 1 ) 10.For basic connector plate design values see ESB-1311,ESR-1988(MiTek) P yrr^�� '''',4'..-- 11111114111111111111 � ��.�V�� t2/2f�i�r EXPIRES 61 3c0 ', - input This design prepared from computer by PACIFIC LUMBER-BC q IIIIIIIIIIIIII IRC2009 44N�X320Mg1R6F(p192� 274CES R13oT(0}1,00 8$ TRUSS SPAN 22'- 0.0 p-3= 0) 0 6-7=( 180 273 LUMBER 6SPDCISICATIONS LOAD DUSPAIED INCREASE = 1,15.; 3 3=(-410) 299 6-7=(-169) 270 SPACED 24.0°-O.G. 4-5=( -49) 72 TC: 2x4 DF M1&BTR; • . 2x6 DF SS T1 LOADING BC: 2x4 DF #1&BTR LL( 25.0)+DL( 7.0) ON TOP CHORD = •32.0 PSF BEARING MAX'VERT . YAX HORZ BRG REQUIRED BRG AREA WEBS: 2x4 OF STAND DL ON BOTTOM CHORD = f0.0.PSF • LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD =' 42.0 PSI. TC LATERAL SUPPORT <= 12°OC. UON. � 10'- 6.0" -513/ 378V -1911 143H 162.00" 0.62 DF 1 DF ( 625) BC LATERAL SUPPORT <= 4"O12" C. UON. • LL =25 PSF,Ground Snow (Pg) 21'- 0.0' 1251 522V 261 73H 5.50' 0.83 DF ( 625) 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL resign cLleck�d for nett Rs at_24"oc s ( 625. NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBrED 10PSF•AND C 200 .BEING NET. • CO 1.' ALL SLOPED TOP CHORD AREAS NOT SHEATHED DEFLECTION LIMITS: LL=LDIo40 Allowed 0.100' BOTTOM CHORD ORDCLIV FOR 1SPACT NON-CONCURRENTLY.LOAD. TOP MAX VERTICALC DEFL = T.ON0' M 0 L/24 Allowed = 0.133" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.000' @ 0' OVERHANGS: 12.0" MAX• EP DEFL= 0.000' @ 20'- 0.0° Allowed = 0.100" M-1.5x4 or equal at non-structural • MAX-TL DEFL = 0.003' @ 22 - 0.0' Allowed = 0.133" vertical members (uon). MAX TC PANEL LL DEFL = -0,019' @ 18'- 9.6" Allowed = 0.349" ''. MAX TC PANEL TL DEFL= -0.019' @ 18' 7.7" Allowed = 0.524". Unbalanced live loads have been considered for this design. MAX HORIZ. LL DEFL = -0.002" @ 20'- 6.5" • MAX HORIZ. TL DEFL = 0.003' @ 20'- 6.5' Connector plate prefix dtsignator4: 10 06 ' • 10 O6 Design conforms to main windforce-rcriteris. C,CN,CI8,CN18 (or no prefix) �CampuTrus, Inc 4-06 system and components and cladding Y,M20NS,M18HS,M16 = M>Tek MT series' 2 00 1 4 • 06 Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, • 12 • Enclosed, Cat.2, Exp.B, YWFRS, • =M 4X4+ 12 interior zone, load duration factor=l.6, 12 • i� Q 10.00 Truss designed for wind loads 10.00V • tA,00 p in the plane of the truss only. Gable end•truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. complete specificatuTrus ions. nse end detail for • -' M-4x6' .- 1111111100. • .ems rn • c� m 38 7 -%- o s M-3x4 II. a M-3x4 M-3x6 - o M 3x4+ • M- x4+ • 3-00 4-06 13-06• 1-00 21-00 1-00 • Scale: 0.2545 .pPROPE ' JOB NAME: 15794 GERTZ -THE FALCON-4- - D1 t < ��, . , GENERAL NOTES,unless otherwise noted: �: rametere shown and w for an individual ; WARNINGS: 1 This design is based only upon the pa and ) building component.Applicability of design Marr met bit ndproper designer. 1.Builder and erection contractor should be advised of ali General Notes incernu u s s at component ns the respo D i and Warnings before conshuc6on commences. ��` "�` Truss. 1 2.2x4 s nal tosion web bracing must be installed where shown*. z Design assumes the top and bottom chords to be laterally braced at BC 2'o c.and at 1g'o.c.respectively Dori sheathing(TCj andlor drywe /�n� gth by 3.is the resp temporary t the er ctinsure stability p during nt bradi 2'o.c. nd sheathing such as plywood •,}R° 114 DES. BY: EE theo responsibility i the eespon resAdponsibility oft eermding esigner ofng or lateralbracingreq1R applied to any until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. overall should eis the to component of building designer. 3.Design on of trZt Impact uss trusses are to nsi died there non-corrosive a emntor. , DATE: 12/2/2013 7784.Nobes areeld mlandgnusr"dry trusses aeose. - }� X3•44 �� SEQ. : 5745782 designfasteners eapplieandatnotimeshouldanyloadsgreaterthan loads be applied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.GompuTrus has no control over and assumes no responsibility for the necessary. adequate drainage is provided. ��`s,.� ©� ` TRANS ID: 385773 rents. 7 Plates assurnesadeQ and placed so their center A•1?+ fabrication,handling,shipment and installation of compo 8.yeses shall be located on both faces of provided. �':L f lines indicatedawith loin[centertein lines. a 9ri 6.This design isfurnished co subjecthi the ll ileums set forth by 9 Digits size of plate inches. v�JV i5 VIIIVIIIVIIIVIIIVIIIVIIIIIIIIIII TPkfUA,Bc./ copiesofwhichwillartarnisheduponrequest. • 'EXPIRES III MiTek USA,Inc./COmpUTNS Software furnished L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1989(MiTeiq IIII • • • LUMBER SPECIFICATIONS This design prepared.from co BC: 2x4 BF kt&BTR • • PACIFIC LUMBER-BC computer input by TC: 2x4 OF #18•BTR WEBS: 2x4.OF STAND LOAD TRUSS ONAN INCREASE =•1.15 " SPACED 24.0' O.C. 1 2 -57) INC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC LATERAL SUPPORT <= 12"0C.'00N. 2- 3=(-2900) 939 8- 9= - ) 179 7-11=1-1543) LATERAL SUPPORT<= LOADING ( 8=1-649) 2478 3- 8=(-317 12.00. NON. • LL( 25.0)+DL( 7.0) ON TOP CHORD = 3 4=1-2624) 752 9-10=( 538 2014 8- 4=( 0) 598 1 1543) 594 OVERHANGS: 18.8" DL ON BOTTOM CHORD = 32.0 PSF 4- 5=(-171g) 592 10-11_( 475) 1724 4- 8=(-820) 253 0.0^' 10.0'PSF 5- s=(-1741) 606 10-11=1-209) 190 9- 5=(-175) 1088 • Connector plate prefix designators: • TOTAL LOAD = 42.0 PSF 6- 7=(-2004) 705 9- 8=1-373 148 C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6-10=(-516) 246 - N,M20HS,M18HS,M16 = MiTek MT series 10- 7=(-518) 1726 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT ** For hanger specs. - See approved plans LIVEBLOADNAD AT LOCATION(S) SPISIFIEEDNBVUIRM CF2009PSF. LOCATIONS MAX HORZ BRG O' 0 0" REACTIONS REACTIONS SIZE REQUIRED BRG AREA -245/ 1802V -222/ 202H 5.50" SO.IN. (SPECIES) 35'- 3.0" -201/ 1606V -222/ 2028 5.50° 2.57 DF 625) • _ DF 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.013' @ -1'- 6.8" Allowed = 0.108" MAX TL DEFL = -0.015"•p -1'- 6.8" Allowed = MAX TL0.2087"'DEFL = -LL DEFL = 0.130" @ 13'- 1.6" Allowed = 1.717" • 0.255' @ 13'- 1.6" Allowed = 1.717" 2.289" MAX• HORIZ. LL DEFL = 0.046" @ 35, 1.3" 19-OS MAX HORIZ. 7L DEFL = 0.072° @ 35._ 1.3" 6-10-07 15-07 Design conforms to main windforce-resisting • 6-03-15 6-05-11 system and components and cladding criteria. 7-05-04 8-01-12 • Wind: ttD mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 6.00 D Enclosed, Cat.2 Exp.B, NWFAS, M-4x6 12 interior zone, load duration factor=l.6, Truss designed for wind loads 1P • 4• �0". 5 Q 6.00 in the plane of the truss only. • • M-5x8(S) % :t� • 0.25" to cp * j Q` M-3x4 • j \\ o M-1.5x3 / ti � o II M-3x8 1 - • -3x8 8 fie4o•Ai _ d o M-3x4 0.25"9 tD JCZ M-3x10 ft M M-1.5x4 • M-5x8(S) • • 10-00-06 -- _ �_ 1-06 12 9-07-10 7-08-12 --4 35-03 7-10-04 • JOB NAME: 15794 GERTZ -THE FALCON-4 - E4 • WARNINGS: • - • Truss: E4 1.Builder and erection contractor should be advised of all General Notes Scale: 0.1811 GENERAL NOTES,unless otherwise noted: - - and Warnings before construction co1.This design is • DES. B Y, 2 2z4 compression Web brad commences. 8 based only pp upon the parameters shown and is for an individual p�p!•� EE 2.Additional temporary n8 must be installed building component.orient is the of responsibility parameters and proper - 1'ri��• J lik Where shown+,. incerporation of component is res S DATE: 12 s the responsibility of bracing a eI Additional during construction • 2.Design assumes the top and bottom chords to be laterally braced at 2 2D 13o insure ponsibih'ry of the building designer. SEQC aoresperall structure is the resopermanent bracing of 2'o.c.andrat 10'o.c.respectively unless braced throughout .+ • 5745783 4. the load should be e s the to responsibility ofthnt untila8e ng desand continuous acC sheathing such lasbsheathing(TC)u8 ut their length by /�?\ GG GINE •" ,. , TRANS Nfaot toads are complete end at no time should any loadsr all bracingi than 4.Design asnn of truss is theere)bracing is ancootr { Cr I D; 4.D ssign me truss s responsibility Q where shown+r nment ) 3 85 773 design loads be applied to an component 9 drys trusses are of the respective j , 5.CompuTrus has no centro)over and ossa tP contractor. 7i and are for"d ed in anon-corrosive environment, IV fabrication,handling,shipment and installation of cemponnvrespons'ents for the 8.Design dry cendition"of use. IIIIIIIIIIIVIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 6.This design is furnished subject to the limitations set forth en Desfullbearingd at all inage is pros shown.Shim or we II ThmdeCA i Bcopies 8.Designshalo dr cif OR'�?I 1" AS P which will'be furnished upon 8.lines coincide e w adequate oenom drainage o provided. tG' tY MiTek USA,Inc./CompuTrus Software 7.6.S�SP2 1 LegEest fines coincide w th joint center fines. and placed s°their center Q 'v1 e�6 1�� • 9.Digits indicate size of pity in inches. t ( ) 10.For basic connector plate design value • s see ESR-1311,ESR-1988(MiTek) f • I cxrsam sE oi.�"'i5 1 This design prepared from computer input by PACIFIC LUMBER-BC • • hecke�r netl-5 o-s-11�Pi1f� at 2�_oc sgaEin - IIIIII g.1 IIIIIIII °" Design conforms to main windforce rcriteris. TRUSS • SPAN 39' 4.0" system and components and cladding LOAD DURATION INCREASE = 1.15 UMBER SPECIFICATIONS SPACEDONC.EA E.C. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat-2 Exp.B, MFRS, • TC: 2x4 DF #1&BTA LOADING BC: 2x4 DF #1&BTR 32.0 PSF i10 mph, zone, ,olid factorA.E • LL( 25.0)+DL( 7.0) ON TOP CHORD = • 10.0 PSF Truss designed for wind loads UnbalancedTLATERAL SUPPORT d 12"0C.been DL ON BOTOTA CHORDA = 42 0 PSF in the C zone, of the durationuonly.• wall UON. BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = Gable end truss onicaltat studbverticals. 6, live loads have LL= 25 PSF Ground Snow• (P91 Refer or equal typ considered for this design. Refer to Ctrus on continuous end detail for Connector plate prefix designators uTrus, Inc ors: • • LIMITED• STORAGE DOES NOT APPLY • DUE TO THE SPATI9L com•lete specifications. C,CN,CIB,CN18 (or no prefix) = P REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP • • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.. • 19-OB 10-08:11 • 19-08 • 8-11 05 - 8-11-05 • ' 12 • 10-08-11 M-4x4 Q 6.00 • 12 lE. 6.00 • ,\ iii Lo M-3x6(S) ttli11641 0 c CD rr . III S It M 3x SI 4 ,,,,,,,,,,,,,,,,,,,,,,,,,,,, o '.1, ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,.,„,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,- M,3x6(S) .M4 ' 1908- • 19-08 • • 39-04. ' E5 Scale: 0.2107 ����; ,� JOB NAME: 15794 GERTZ -THE FALCON-4 - � ir�€ ,`�'? GENERAL NOTES,unless otherwise noted: `,_ ;� uponPROF the parameters shown and is for an individual t fd `� WARNINGS: building component.Applicability of design Parameters and proper.nen. [ a. ( nsrbia,of the budding designer. 1.Builder compression and erection contractor should be advised of all General Nates 1 incorporation of component This design is based only the respo bacidigner by T( , C and Warnings before construction commences 2,Design assumes Bre top and bottom chords aid throughoutbe eN bracedI BC n tTruss. E5 2.a 4 web b acing must be i stalled where shown* 2'ntin and at ea hin rsucha phiety sheathing(tC)andlor drywa( ) Jyy,• to insure stability during construction such as DiYy+ood C.�ROW 3.Additional temporary bracing permanent bracing of continuous an s sheathing of the where respective heirlengthcontractor. EE is the responsibility of the erector.Additional per�sihilftY cing DES. BY' component until after all bracing and 4.Installation of buss is the respo Q- 4 26.+�4!'. �'c” the overall structure is the respodsibility of the building designer. 3.Design Impactassumers trusses lateral toabe usegorrenonecorrasive environment, v 12/2/2013 4.No load should m applied to any ,eater man ¢ c"; (s., and are for"dry condition"of at all supports shown.Shim or wedge if 5745784 fastenersarecompleteand v r and time to any loads greater 8.Design assumes full bearing n❑ FF SEQ. : design leads beling,applied to any wmR° for the , S.J©* 7.Design assumes adequate drainage is provided. placed acid center • t G r. TRANS I D' 385773 5.CompuTign has no control over and assumes no reforth 8 Platessshall be located on boa faces of truss,and 7PIANTCA handling,shipment and installation of setd apo req lines coincide with Joint center Ones. rvo V trynj1 C • 6.This design is famished subject to the limitations forth byrTek •l�l`T t „ of l VU TPl CA in SCSI,copies of which will be famished upowrequest. 9.Digits indicate sae of Plate teaches. /.T 1 IN IIII MiTek USA,Inc./CompuTrus Software 7.6.5SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1989(M 1111111 IIIII IIIII 11111111 11 • 1110111-. • • LUNGER SPECIFICATIONS This design prepared from computer input by TC: 2x4 DF#1&BTR • PACIFIC LUMBER-BC • BC: 2x4 DF#1&BTR TRUSS SPAN 35'- 3,0', IR' 00 WEBS: 2x4 DF STAND; LOAD DURATION INCREASE = 1.15 2x6 DF#2 A SPACED 24.0" O.C. 1 2= -57) 79C 22090=(Mj1138)X M4114FO10- 4=(4W88/'DF133-'17-15=(- TC LATERAL SUPPORT<= 12'OC. UON. LOADING 3- 4= 45 1286 1 1451 1-14=� -950) 3490 14-11= _ _( 1336) 395 BC LATERAL <= 12"OC. UON. LL( 25.0)+OL 7.0) ON TOP CHORD = 3=(-4904) ( 0) 338 15- 8- DL ON BOTTOM CHORD = 32.0 PSF 4- 5=(-4069) 1175 12.13=( 0) 0 11 5=(( 460) 134 8-16=( -698) 318 OVERHANGS: SUPPORT18. 10.0 PSF 5- 6= -2931) 931 13-15=( -6) 20 5-14=(-933) 641 269 'g_17=(--374) 1324 0.0" TOTAL LOAD = 42.0 PSF 6- 7=�-2906923 15-16=( -420) 1462 13-14=( 0) 69 Connector plate prefix designators: LL.=25 PSF Ground Snow (Pg) 7- 8=(-1766). 612 16-1.7_ ( 1487) 544 C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc 8- 9=(-1354) 485 ( -208) 191 14- 6=(-547)28 2270 N,nnect M18HS, 16 = NiTek MT series BOTTOM'CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 14- 7=(-287) 1132 LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. 14-15=(-564) 2080 For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT LOCATIONS REACTIONS MAX HORZ BRG REQUIRED BRG AREA 0'- 0.0' -245/ 1722V -222R/ 202H 5ACTIONS .50' 2.76ZE N (SPECIES) • . 35'- 3.0' -201/ 1506V -222/ 202H 5.50° 2.41 DDF F ( 625) • • Cr D les',n ch cked fo ne - • • VERTICAL DEFLECTION LIMITS: LL=L/240,tTL=L/180• 9 a i , • MAX LL DEFL= -0.013" @ -1'- 6.8' Allowed = 0.156" • MAX IL DEFL = -0.015' @ -1'- 6.8" Allowed = 0.208" 19 08 MAX LL DEFL = -0.351' @ 13'- 2.6° Allowed = 1.717° - MAX TL CREEP DEFL = -0.773" @ 13, 5-04-04 4-08-05 15-07 2.6" Allowed = 2.289" 4-08-05 ' 4.11-01 MAX HOAIZ. LL DEFL= 0.250" @ 35'_ 1.3° t2 4-10-08 4-07-02 6-01-06 MAX HOgIZ. TL DEFL = 0.407" @ 35'- 1.3° • 6.00 D Design conforms to main windfarce-resisting M-5x6 12 system and components and cladding criteria. 6 5 , '' ]6.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, M-1.5X4 OR EQUAL AT NON-STRUCTURAL MEMBERS. �o Enclosed; Cat.2 Exp.B, MWFRS, interior zone, load duration factor=1.6, M-3x4 Truss designed for wind loads M-5X6(5) 5 '- M-4x4 in the plane of the truss only. 05 • 0.25" M-5x6(S) • a? 0°25" M-1.5x3 � r�a 3 ee co �, 'b.25" to M-5x8(S) M-4x6 o t M 3X4 dca m. to M-3x10 12 ee �` jq"M-1�5X3 0.255 tr • -0 3.00 M-3x6 12 M=8x14 M-7x8(S) M-1.5x4 )-.- ; 6-11-01 6-03-02 2-05-14 4-00 • 5-00-04 1-06- 2 19-05-04 7-00-14 3-05-14 15-08 15;09-12 19-07 .1-06-12 35-03 OB NAME: 15794 GERTZ -THE FALCON-4 - E3 • WARNINGS: Scale: 0.1558 Truss: E 3 1.Builder and erection contractor should be advised of all General.Notes f, . • and Warnings before construction commences. tI Th, de NOTES,unless otherwise noted: 2.aro w This design is based only cabs y the design parameters shown and is for individual . � • DES. BY EE compression web bracing must be installed where shown'+. incorporation of component /� 3.Additional temporary ty rgcomponent.Applicability of design parameters and proper g� DATE: 1 p bracing to insure stability during const action 2.Design assumes the top and bottom chords to be laterally braced at .< 2/2/2013 P portent is the responsibility of the buildingUt their ,tenger. is the responsibility of the erector.Additional permanent bracing of the overallsib,l,structure is the responsibility of the building designer. 2°.c.and at 10'o. as � ' 1 11,•..ri � ',Tcf5745785 g' cenm act ridging Pal braci unlegs brd ed whtrrlere shown their length bySEQ. : 4.No load should be applied to an com nent until aft2t all Macro and ph'v''0od sheathing(TC)and/or dfasteners are complete and a1 nomme should any bads greater than 5.Design assumes Vusses are to beng usrequired ed io a noncorrosive environment, TRANS g 4. Irrstallation of Vuss is the responsiMlity of the respect ve centractorll(BC). 1ID:' 385773 design loads be ap lete to any component. •5.CompuTrus has no control over and assumes no responsibil' and are for"d .�fabrication,handling, and installation of components.br the 6'Design urr es fulldbean�of use. , 111111111111111111111 6 This design famished shipment to the limitations se[forth ren9 et all supports shown.Shim or wedge Designassumes if • f4f•'s; ttt TFI design is BCSI,copies of which will be furnished upon re adequate both laacg s o provided, f�JJii''SS 1Y 8.Plates shall be located on center fouls of truss,and placed so their center NiTek USA,lnc./Com uTrus request. lines coincidewthjointcenterfines. 4•�}R�&`` C• P Software 7.6.5$p2 1 L-E 9.Digits indicate size of plate in inches. - S. ( ) 10.For basic connector plate design values see ESR-1301,ESR-1888(MiTek) .J.CAA f f3 CXPIRE5 ft3{)/i5 This design prepared from computer input by PACIFIC LUMBER-BC '� IIIIIIIIIIIIII r.s ,l c ck for n t(.3•-Rupl3ft a1 �c3Racng c• D. TRUSS • SPAN' 39'- 4.0' Design conforms to main windforce-resisting LOAD DURATION INCREASE = 1.15, system and components and cladding criteria. : LUMBERC: SPECIFICATIONS SPACED NCE O.C. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, TC: 2x4 DF #1&BTR Enclosed, Cat.2 Exp.B, MWFRS, %0 PSF BC: 2x4 DF kt&BTR= LOADIOG interior zone, load duration factor ASCE LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE' Truss designed for wind loads t UnbalancedTLATERAL SUPPORT �= 1ave Un DL ON BOTTOM CHORDA = 42.0 PSF in the e ltheoad tuuss only. F BC LATERAL SUPPORT,• • TOTAL LOAD = live loads have been • LL= 25 PSF Ground Snow (Pg) - . Gable end truss onicaltat studbverticalswall UON. Y-1x2 or equal typ • considered for this design. • Refer to CompuTrus gable end detail for Connector plate prefix designators: • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL complete specifications. C,CN,CI8,CN18 (or no prefix) =CompuTrus,tint REQUIREMENTS OF IBC 2009 MIO INC 2009 NOT BEING.MET. N,N20HS,N18HS,M16 = MiTek M series BOTTOM CHORD CHt`CKED FOR tOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CQNCURRENTLY. • • ' 19-08 • 19-08 10-08-11 . 6.00 3 10-08-11 • 8-11-05 • • 12 8-11-05 IIM-4 x4 Q6.00 * 6 . . i 12 '' M-3x6(S) M 3x6(5) iIiiIRIb QP to o 0 e� C• M 3x4 '00 :.•• ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, o 1 -,3x,,,,,,,, M-3x6(5) M-3x4 19-08 19-08 1-06-12 39-04 1-06-12' � - E1 scale: o.2oas • ,rDPROPE, JOB NAME: 15794 GERTZ -THE FALCON-4 - 'r1r� c GENERAL NOTES,unless otherwise not ar meters shown and r for an individual 1 This design o based ony upon the pe t!J ) WARNINGS: building component.Applicability of design parameters and proper. . - 1.Builder and erection contractor should be advised of all General Notes Z Incorporation the top a^tis the d bottom chords to be laterally the braced atg^er : �*' ,.` El and Warnings onTwe construction commences.finances 1 Truss: 2.2x4 compression web bracing must be installed where shown'. oil sheathing(TC)and/or drywall(BC). n i� 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respediwey unless braced throughout their length by or lateral bracing required where a wnheir l r. `J #i� EE• is the responsibiaty of the erector.Additional permanent bracing of continuous sheathing such as P^ywoiruy of the respective DES. BY: the overall structure is the to component of the building designer. 3. In Impact bridging. �� ��"�q? 2 20135.Design assumes trusses are to be used to a ,espe nos ve environment, DATE. 12/ � 4.No a load should c mfte appliedn to any until after all bracing and 4.Design for detrssescondition"of use. 5745786 fasteners are complete and at no time should any loads greater than S R . S design bads be applied to any component. B.Design assumes fold bo at all supports shown.Shim or wedge if A t d�`FS` )4‘12•1‘,/ 385773 5.CompuTrus has no control over and assumes no responsibility for the T Desig assumes adequate drainage m provided aced so their center t • J✓" J ! j L :. TRANS I D. fabrication,hidesign is furnished shipment and he limitatio of components.yts. 8•Plates shall be located n both lines.fs of truss• pl O�tttt/ii S.This design 5 famished subjed to the imitations set forth by pies indicate with jointtrek 7U7 1 9.Digits Indicate size of plate in inches. EXPIRES S IIII IIII Tek U A inB ./ copies of which will be furnished upon request. 1\ IIIIII MITek USA,IncC5CompUTfw Software rNshed upon reqs 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)111111111111111111111 111111 IIIII Ilill 11111 11111 1111 • • • 11111111This design prepared, from computer input by LUMBER SPECIFICATIONS, • •• PACIFIC LUMBER-BC TC: 2x4 OF K1&BTA TRUSS SPAN 39'- 4.0" • BC: 2x4 DF SPECIFICATIONS. LOAD DURTRUSS SP INCREASE = 1.15 RC WEBS: 2x4 DF STAND; • 1- 2=( -57) I37 202912=)-1463) 4907 3-12.( 4 iWA/50) -3079 008-18=( 0) 335 2x4 DF N1&87q A; SPACED 24.0" O.C. MAX 0) -307 2x6 OF#2 B 3- 4=2- (-5326) 1574 13-15=(-1330) 4106 12-4712 4-13=� -442) 128 18- 9-(-165 131 • LL( 25.0)+DL( 7.0) ONDTOP'CHORD =' 32.0 PSF , ) TC LATERAL SUPPORT <= 12"OC. UON. DL ON'BOTTOM CHORD 10.0 PSF 4- 5=(-4736) 1480 14-15=( 0) 0 13- 5=( -24) 633 BC LATERAL SUPPORT <= 12"OC. UON. 5- 6=(-3608) 1234 15-17=( -8) .23 5-16=( -924) 275 TOTAL LOAD= 42.0 PSF 6- 7=(-3583) 1225 17-18=( -740) 2356 15-16=( 0) 73 OVERHANGS: 18.8" 18.8° • 7- 8=(-2352) 768 18-10=( -808) 2603 16- 6=( -815) 2878 LL =25 PSF Ground Snow (Pg) 8- 9=(-2859) 854 Connector plate prefix designators: 9-10=(-3047) 1002 16- 7=( -421) 1213 Conner 8,CN18 (or no prefix) BOTTOM CHORD FOR A 20 PSF LIMITED STORAGE 10-11=( -57) 79 16-17=( -911) 2813 =CompuTrus, Inc LIVE LOAD AT CHECKEDON(S) SPECIFIED BY IRC 2009. 7-17=(-1452) 614 M,M20HS,N18HS,(or = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF,. • 17- 8=( -470) 118 BEARING MAX VERT • LOCATIONS REACTIONS MAX HORZ BRG gEOUTAEO BRG AREA 0'- 0.0" -265/ 1878V -222/RACTIONS 223H 5%50" 3.00SIZEN OFP(C625) 39' 4.0' -265/ 1865V -222/ 223H 5.50' 2.98 DF ( 625) • CONI. : D s'rn the k d for net -5 0 ur_i .t 24 "oc s•ac'nr. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 .MAX-LL DEFL = -0.013' @ -1'- 6.8" Allowed = 0.156° • MAX TL DEFL = -0.015" @ -1'- 6.8" Allowed = 0.208" MAX LL DEFL = -0.452" @ 14'- 8.1' Allowed = 1.921' MAX IL CREEP DEFL = -0.999' @ 14'- 8.1" Allowed = 2.561" MAX LL DEFL = -0.013" @ 40'- 10.7" Allowed = 0.156" 19-08 19-08 5-04-04 4-08-05 4-08-05 MAX TL DEFL = -0.015 @ ao'- 10.7" Allowed = 0.209^ 4-11-01 4-10-08 4-07-02, 4-11-13 , 12 5-02-9 • MAX HOAIZ. LL DEFL = 0.304" @ 38'- 10.5" MAX HORIZ. TL DEFL = 0,495' @ 38'- 10,5' 12 to 6.00 7 M-5x6 M-1.5X4 OR EQUAL AT NON-STRUCTURAL MEMBERS. 6 Q 6.00 system andDesinforms componentslandlcladdingrcriteria. 6 _ill Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, PEAS, M-5x8(S) M-3X 5 M-3X6 interior zone, load duration factor=1.6, M-5X6 S Truss designed for wind loads ( ) in the plane of the truss only. 0 0.25" 0.25" • o M-1.5x,3 Allikkkille � 15 M1.5x3 M o 0 • 12 I\ A*/ M-3x4 o M-4x10 �M18HS-5x16(S) 14 _ o 15 18 ^`�10 • M-1.5x3 0.25�'� • • M-3x4 .• -�3.00 , M-8x14 .M-7x8(S) M 3x8 0 . 6-11-01 6-03-02 2-05-14 4-00 1-06-12 5-00-04 7-00-14 • 7-06-14 19-05-04 • 15-08, 19-10-12 • 1-06-12 23-08 1-06-12 39-04 JOB NAME: 15794 GERTZ -THE FALCON-4 - E2• 1-06-12 " WARNINGS: - "Scale: 0.1417 • G Truss: E 2 1 Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and Is for an individual 1� and Warnings before construction commences (.}t2ry� , 2.Dc4 w n8 budding component.Applicability of design parameters andS,unless otherwise noted: . R V DES. BY: EE compression web bracing must be installed where show +, neo proper 3.Additional temporary bracing to insure stability during construction • 2.Design assumes the top and bottom chords to be laterally braced at r.and on to component is the responsibility of the building designee „`CC �, DATE: 12/2/2013 is the rgsponsibil ty of the erector.Additional permanent bracing of ` SINE' the overall structure is the responsibility of the building designer. Z o.c.and at 10'o.c.respectively unless braced throughout their length by . SEQ. : 5745787 • 4.No load should be applied to any component until after all bracingand continuous sheathing such as plywood sheathing(TC) 3.Installation Impact bridging or lateral bracing required respective re cve contractor.no+drywall(BC). (f ;I d. q fasteners are complete and at no time should any loads greater tan 5.Design assumes trulsss es are to be responsibility 1n a none orrosryironment, ` j ' TRANS ZD: 385773 design loads be applied to any component for ` S CompuTrus has no controhover and Assumes no responybility fol the and greassumes fulldry dbeadngf at all su •pports al✓ OR eit41, fabrication,handing,shipment and installation of components. 6.Design necessary. Aponte shown.Shim or wedge if IIIIIIIVIIIVIIIVIIIVIIIVIIIVIIIIIIIIIII 6 This design is furnished subject to the Imitations set Lothcb 7'Design assumes adequate drainage is provided. TPl4i tCA in BCSI,copies of which will be furnished q 8.Platessshall be located on both laces of truss,and • • f`._ •.r �B°h°-' q'�`., upon re nest. lines coincide with joint center lines. placed so their center !!rr''" MiTek USA,Inc./CompuTrus Software 7.6.SSP2 1 L-E 9.Digits indicate size of plate in inches f ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) try • C3;PiRS 8i3t}115 This design prepared from computer input by PACIFIC LUMBER-BC IIIIIIIIIIIIII - IRC 2009 MAX MEMB1-ER FORCES 2WR1'o,1oq=1.DO„ ' TRUSS SPAN '2'- 0.9' 2-ER R) 62 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 SPACED 24:0" O.C. TC: 2x4 DF q1&BTR BC: 2x4 DF N1&BTR � LOADING BEARING MAX•VERT MAX HORZ BAG REQUIRED BOG AREA • TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LBEARINGo. RE8M/XCVIONS ERTV 4MAXCTIONS HORZ BRG 0 QUI DFO(CREj DL ON BOTTOM CHORD = 10.0 PSF 1, 9 2" -76/ 29V 0/ OH 5.50' 0.05 OF ( 625) OC LATERAL SUPPORT1 . <= 12'OC. UON." TOTAL LOAD = 42.0 PSF OH 1.50' 0.071 DF ( 625) 2'- 0.0' -24/ 43V -46/ OVERHANGS:oector18re 0,a' LL = 25 PSF Ground Snow (Pg) • Connector plate prefix designators: M,M2OHS, 18HS (or16 no iprefix) s CompuTrus,iInc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=61a40+Al1owed80 0.156" M,M20HS,Y18NS, 16 = MiTek MTseries REQUIREMENTS OF IBC 2009 AND INC 2009 NOT BEING MET. MAX LL DEFL= 0.013' @ 16 8° Allowed = 0.208° BOTTOM CHORD CHECKED FOR tSPAC LIVE LOAD. TOP MAX TL DEFL= -0.013" @ -1'- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL= -0.003' @ 1'- 1.6° Allowed = 0.098" MAX TC PANEL TL DEFL= -0.003' @ 1'- 1.6' Allowed = 0.148' • `r. MAX HORIZ. LL DEFL = 0.000' @ 0'- 5.5" MAX HORIZ. TL DEFL= 0.000' @ 0'- 5.5' • • This truss does not include any time dependent ANCHOR TO RESIST UPLIFT deformation for long term loading (creep) in the • total load deflection. The building designer r 12 • shall halldverify ththat tht.hthis soparameter fits with the • 3 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. '' m Wind: 110 mph, h=15ft, TCDL=4.2,BCOOS=6,0, ASCE 7-05, • o Enclosed, Cat-2, Exp•B, interior zone, load duration factor=1,6, o • Truss designed for wind loads in the plane of the truss only. o . o co 0 o CV O 01111111111111111 2 4c 1 f >"•.. • M-3x4 - 1 I • • 1-06-12 2-00 ,r r • • Scale: 0.8072 t }PROFS'.. JOB NAME: 15794 GERTZ -THE FALCON-4 '- F1 < '. GENERAL NOTES,unless otherwise doted: { {t3i 1.Buil WARNINGS: Applicability of parameters shown and proand N per an, ft1 ' n building component.App' tY i 1.Builder and erection contractor should be advised of all General Nates 1�This design n of coempnen[d only p s tharesponsibility of the building designer.and Warnings before bract construction commences. + " Truss: 2.Design assumes the top and bottom chords to be laterally braced atpdr PI , F 1 2.2x4 compression web bracing must be installed where shown'. 2 o i and at ea o:c.such a respectively unless bracedthroughout r /r dryrywall((C 3.Additional temporary bracing to ir.Ad sional p during construction bracing o by continuous t 10'o. such as plywood sheathing(TC)brace n DES. BY: EE rs the responsibility of the erector.Additional permanent bracing of r9shownEry, #�43 DATE: 12/2/2013 No load should b structure is applied to any component until aft alty of the building l bracing and 4.Iigner. 3.nstallation ofdhuss is lateral the responsibility of the respective contractor. lR . 4.No load should be eppl' S.Design assumes trusses are to be used in a noncorrosive environment, cE�� 6 rti fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. v SEQ. : 5745788 design bads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if 385773 necegsary. /�_�h TRANS I D: 5.C sign to us has no control over and assumes no responsibil ly.for the T Design ossa nes adequate drainage is provided. F fib " t a� fabrication,handling,shipment and installation of components. p J f r jJ 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 hes coincide with joint center fiche. MiTek CA in nc./ copies of which will ar furnished upon request: 0 Digits indicatecconnecto plz et design values see ESR-1311,ESR-1988(in inches. MiTel) t';O1 i5 11111111111111 USA,Inc./CompuTrus Software 7.6 SSP2(1L)-E . 'EXPIRES This design prepared,from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER-BC 7C: 2x4 DF#18BTA •• BC: 2x4 DF#1&BTR • • TRUSS SPAN 3'. 6.0' • WEBS: 2x4 DF STAND LOAD DURATION INCREASE.= 1.15 INC 2009 MAX MEMBER FORCES 4W3-GDF/Cq=1.00 TC LATERAL SUPPORT <= • SPACED 24.0" O.C. 12"OC. UON. • 1-2=(-57) 79 2-5=(-59) 36 3-5=(-103) 48 BC LATERAL SUPPORT <= 12"OC. UGH. LOADING 2-3=(-89) 125 LL( 25.0)+DL( 7,.0) ON TOP CHORD = 32.0 PSF 3-4=(-10) 11 OVERHANGS: 18.8" 0.0" DL ON' BOTTOM CHORD = 10.0 PSF " Connector plate prefix designators: TOTAL LOAD 42.0 PSF BEARING _VAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 8 (or no prefix) LL = 25 PSF Ground Snow (Pg) LOCATIONS ;,-REACTIONS REACTIONS SIZE SQ.IN. M,M20HS,M18HS, = Mprek MTx) seriesuTrus, Inc 0'- 0.0" ZB/ 416V -61/ 55H 5.50" 0.67 (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 6.0' 1¢/. 137V -61/ 55H 5.50' • • REQUIREMENTS OF IBC 2009 AND INC 2009 NOT BEING MET. 0.22 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP • COhO 0 ciao cneckad t AND BOTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240,Allowed80 3-02-04 MAX LL DEFL = -0.013' @ _1 - 0-03-12 MAX TL DEFL = -0.015' @ -1, 6.8" = 0.156" MAX• TC PANEL LL DEFL = -0.016' @ 1, 6.8" Allowed = 0.208" • 12 7.3" Allowed = 0.186" MAX TC PANEL TL DEFL = -0.015' @ 1'- 8.4" Allowed = 0,279" 6.00 MAX HORIZ. LL DEFL = 0.000° • MAX HORIZ. TL DEFL = 0.000" @ 0'_ 5.5" ' '1.!e 5.5" This truss does oat include any time dependent M-1.5X3 • deformation for long term loading (creep) in the • 4 total load deflection. The building degner• • shall verify that this parameter fits with the intended.use of this component. Design conforms to main windfarce-resisting II system and components and cladding criteria. 0 • o o Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, • t7 • Enclosed, Cat.2 Exp.B, MWFAS, interior zone, jCad duration factor=1.6, CD Truss designed for wind loads cit C3w in the plane of the truss only, • • 2 1111 1 ► s . M-3x4 M-1.5x3 • • 3-02-04 0-03-12 1-06-12 3:06 , . • • • • • • JOB NAME: 15794 GERTZ -THE FALCON-4 - G1 ' WARNINGS: •••,. •Scale: 0.6382 Truss: G 1 1.Builder and erection contractor should be advised of all General Notes GENERAL NOTES,unless otherwise noted: and Warnings before conractoron co{nmeadvi This design is based onlyupon PR 2.2z4 compression web bracing building component:Applicability of design parametersaar d pppe�individual yy Cry �. ✓ DES. B " EE ng mncoC 3.Additional temporary bracing to insure stability during constructiongn assumes the to and bottom chords to be lateralo braced at Nailed where shown+, incorporation of component b the responsibility of the building designer. DATE: 12/2/2013 A di responsibility of the enation.insure Additional 2.Desi p permanent bracing of Ipso? and at 10'o.c.res '. `«'GINE" D SE ^• the overall structure is the responsibility of the bulking designer. ��eN unless braced throughout their len `V� L 4f 5745789 4.No load shook be applied to anyco continuous sheathing such as plywood sheathing(TC)and/or d 2x Impact fasteners are complete and at no times hook any bads greater thannd 5.Design assumes trusses are tora�ng�ed s e �o own environment, ) ' TRANSrywell(B°). ID: 385773bracing 4.Installationof trussis the reonsi use of Meraspedsive w nvironr. (js design loads be applied to any componenttt 4 i i 5 CompuTrus has no control over and assumes ho responsibility for the and are Pi condition"g at all supports '� ' fabrication,handling,shipment and installation of components. 8.Desi full 11111111111 1 6.This design is famished to the imitations set forth by. necessary DPorts shown.Shim or wedge if 0R'ttN , VIII I,III IIII�II This in iBCSi, a rt 9 7 DesignPlateshssumelcaed on drainageth is provided. pks of which will be famished upon request. 6 nes cognclildeewithjjoiinnttan both lines.s of toss'and placed so their center '„ , }' 6 i �-�" MiTek USA,Inc./CompuTrus Software 79:SSP2 1L-E ( ) 10.For basic connector plate design values see ESR-1311,ESR-1868 1�T1 tt ,_,�`�r±�� (MiTel� 7 '7.J ��J r I EXPIRES 6/30/15 I