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Darby Estates TR 31087 (Plans 1 & 2) 2013 Code/2010 Energy Code - Truss Calcs19 AT I)ARBY SUBMITTAL. SEA' 07-01-201.4 WETSIGNED 3 ale& FABRICATQRSI CITY -OF LA QUINTA RECEIVED. ETY -EPT.BUILDING & SAF1� qp p ROVED FOR CONSTRUCTIo JUL• 03 2014 h ,; a, tet 6 l3 1 gy CSC COMNIUNff'Y UrVELU MENT �.r MiTek USA, Inc. 250 Klug Circle Corona, Ca. 92880 Telephone 951/245-9525 Fax 951 /27 2 0040 Date 07-01-14 Spates Fabricators, Inc. 85-435 Middleton St. Thermal, CA. 92274 Re: 19 at Darby Transaction LD. #'s 402538, 397688, 397687, 397658 I The above referenced truss designs have been prepared and sealed by MiTek USA, Inc. based on the design parameters provided by Spates Fabricators, Inc. r If you have any questions regarding this matter please feel free to contact me. Very truly yours, oQ�oFEssio?,q� a P. LU cc 60384 Mrn Senior Design Engineer Ex`O MiTek USA s� C10. �"--OF CAILW DB/jt ' - - Z 600 1_135 DRAG. LOAD PATES a A36 p FABRICATORS II j II -- j j == I A3 FI L I o 15 '2 I/ = __ 13'- I 12° 4. Job Name: o �I I 19 at Darby P - N NN N m'.m Cq N Q Qi< OQ Q 1 I I O O , O OI I IO O -- � i O Address: . ai5 I % I ,19 at,DarbV- O I La'Quinta, CA`"i92253 I I II II in ' -- -11,10- Jr2000 1_135 RAG LOADI O - i-- A• 4 I — O t, d I A I�. 2'-7° �2f` A o I g L 1 i� �' . 112 350 PLF DRAG LOAD j g 9 I AIOB ° N yt ° I 180 P AD P DRAT 1000 LB5 DRAG LOAD Ab 2rO PLY DRAG LOAD (-if REVIEWED ❑ REVISE AND RESUBMIT • O N IJ `REJECTED Lj FURNISH AS CORRECTED Corrections or comments made on the shop drr0gs q during the review do not relieve the contractor fr m the "compliance with requirements of the dra�v�ings nd AS A I OA specifications. This check is only for reuieu' of g@Herat _ conformance with the design conc� t of a project o and general compliance with the In o ma I n given in - O N the contract documents. The • ntrac o s responsible Designer: N , for confirming and corre ng II quantities and Jennifer Claire N El 60 U' DRAG LOAD dimensions, selecting ,k ' lio yprocesses and Pro ect Mana er: av wMa c—e > e� techniques in construct o mating the work with J g cn that of all the oche adql,rr d performing the work in Marilyn Clardie 6) - 1 LU524-2 A16 -> AB N A5A - I 1 W524 AI7->Ab - - a safe and saligta nncr. The structural integrity 4 1 w z44 Ai9-> a of the, items mown i ese shop drawings are the _ Job #: N A4A LU526 �; _;�5 sole res bilify of the Contractors Engineer, not M-3202 (V 1 W524 A22->A35•' ESI/F E. I C ructural Engineers. - A3A (2) W526 A22->Ae Plan /"Elevation: — - I W524 A23 -> A35 A II II II II II I W526 A24 -> A35 I W5z4 A30 .> A35 D F� /P 2014 BY ; i is�»s , I AND 'IX'_A RAMWON,w A3z- I) ,I II II II I W524 A33->A35 - - S.E. 2345 A IL 2- W524 A34 .>A35 , . +, 00 II - 3 W524 A16JACKi>A8 II ESI/NF, INC. TWU.524 - 14 STRUCTURAL ENGINEERS t _ ®: _ N _ L1A524-2 - LUS _ A3A JAC - I A7 600 L55 DRAG LOAD 0 o n n o ri n o° 1A36 n n n n 7 i! Q 0 0 O O 6 0 N � cn • N v N A7 a N 0 — — I IAS. = N A5 A4 A3 II II ,� II II II II II 21-7° iitlttt�iitt�i�nttritn.-.,�rii�li':�'i•I:Lr�I� ut-�tnultl�i■��i�iii� • �. • ill_ II�I�i7�— 11 O Q ui N Q O O ,350 FLF DRAG LOAD 1000 LB5 DRAG LOAD Iliil®I _I®�� 111W SEEM& I■II�� r • r I— I LU524-2 A16 -> A8 I LU524 A 17 -> A8 I LU524 A 18 -> A8 _ I W524 AIS •> Aa I W526 A21 -> A35 ' ' I LU526 A21 -> A8 I LL1524 ' , A22 -> A35 I LU526 A22 -> A6 I LU524 A23 -> A35 II 11 II I LU526 A24 -> A35 II - II II 1 LU524 A30 •> A33 1 ' W524 A31 -> A35 I LU524 A32 -> A35 II II II II II II 1 LU524 A33 -> A35 2 LU524 A34 -> A35 11 II 3 W524 A 16 JACK- A8 ' TWb W524 = 14 , • N LU524-2 - I W526 - 4 10 LB5 DRAG LOAD PATES FABRICATOR'S Job 'Name: 19 at Darby I Address: 19 at Darby La Quinta, CA 92253 _ N ( REVIEWED n REVISE AND RESUBMIT a U REJECTED LJ FURNISH AS CORRECTED, m Corrections or comments made on the shop dr, w, N during the review do not relieve the contraor fr m 4 the compliance with requirements of the drIS0 i gs qnd specifications. This check is only for read w of 9eneral conformance with the design cone of tF�e project and general compliance with the in ojma wwon given in Nthe contract documents. The ntrac o s'responsible for confirming and cone ng II quantities and Designer: dimensions, selecting a Go processes and Jennifer Claire techniques in construct* dor ating the work with that of all the othe a ad perhforming the work iri Project Manager: a safe and sati fa o nner. The structural integrity Marilyn Clardie of the items�s o 1n ese shop drawings are the Job #: sole resp- M of the Contractor's Engineer, not M-3202 ESI/FACE. 1 C. uctural Engineer's. D �@\�T+1 2014 BY � Plan / Elevation: P RAM N R. WONG,11 1 AND IX- B 4001, S.E.2345 I. l ESUFME, INC. ®_ STRUCTURAL ENGINEERS 440 i+ LUMBER SPECIFICATIONS TC: 2x4 OF R1&BTR BC: 2x4 OF q1&BTR WEBS: 2x4 OF q1&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 1210C. UON. Staple or equal at non-structural vertical members (uon). Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,MIBHS,M16 = MiTek MT series - 7 0 m rn o 0 1-06 <PL:10-00- JOB NAME: 19 at Darby - Al TRUSS SPAN 15'- 0.0- LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-06 7-06 7-06 7-01-02 s de repa )in c r it _TES ..,ATOR. t,,,,/ COND. 2: 2240.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. Note:Trusdesign requires continuous bearing wall for entire span UON. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 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 areas only. 12 12 4.00 C--- M-4x5 a 4.00 7-06 15-00 Scale: 0.4656 WARN NOS: GENERAL NOTES, unless otherwise noted: 1. Sunder and erection contractor should be advised of an General Notes 1. This design is based only upon the parameters shown and Is for an Individual Truss: and Warnings before construction commences. buildingcomponent. o of design par metof designer. 2. Dr4 compression web bracing must be Installed where shown +. IncorporationofcomponentApplicability a building 3Additional temporary bracing to insure stability during construction .DES 2. Design assumes the top and bottom chords to be laterally braced at . BY: LA is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their lengpth by such as sheathing(TC) and/or drywali(BC). DATE 5 / 1 / 2014 the overall structure Is the responsibility of the building designer. continuous sheathing ptywood 3, zx 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. S E Q . 5914612 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, TRANS I D : 397658 design loads be applied to any component. and are for "dry condition" of use. 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. fabrication, handling, shipment and Installation of components, 7. assumes adequate drainage is provided. 6. This design Is furnished subject to the limitations set forth by Plates a. Plates shell be located on both laces of truss, and placed so their center TPIANfCA in SCSI, copies of which will be lumished upon request. Tines coincide with Joint center lines. lines to III II I II IIIII I I IIIII II 11111111111111 I I I III III 9. indicate size of plate Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311. ESR-1989 (MiTek) 9-01-02 1-06 un Cl) 0 LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR BC: 2x4 OF #1&BTR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. LION. Staple or equal at non-structural vertical members (urn). Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) ='CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series C> O xV O O TRUSS SPAN 15'- 0.0- LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OIL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-06 12 4.00 C--- M-4x5 s.de repa DIn c r in o-TES rmDna%,ATORo Ivu) COND. 2: 1240.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Note:Truss design requires continuous bearing wall for entire span MON. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 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 areas only. 7-06 12 a 4.00 < M-3x4 M-2x4 M-3x4 <PL:10-00-12 JOB NAME: 19 at Darby - A1A 15.00 Scaler 0.5485' WARNINGS: GENERAL NOTES, unless otherwise noted: Al A 1. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown +. Incorporation of component Is the responsibility of the building designer. A r strut 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES . BY: LA the responsibility of the erector. Additional permanent of P tY P 9 2' o.c. and at 10' o.c. respectively unless braced throughout their lengQth by continuous sheathing such as plywood sheathing(TC) and/or drywall$C). DATE: 5 / 1 / 201 4 the overall structure is the responsibility of the building designer. 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. SEQ. : 591 461 3 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. -dry • TRANS I D : 397658 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and ate for conditionof use: 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling.shipment and installation of components. P P necessary. 7. Design assumes adequate drainage Is ptruss 6. This design is furnished subject to the limitations set forthby 8. Plates shell be located on both feces of truss,, a end placed so shalt center " TPI/WTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. III II III I IIIII I I I III 11111111111111 IIII 9. Digits indicate size of plate in Inches. MiTek USA, Inc./COnlpuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MRek) r� �XP."d1�11� s de repa 31111 c inj .-.TES , .-...__ATOR'_ 1--, LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR BC: 2x4 OF 210OF WEBS: 20 OF #18BTR TC LATERAL SUPPORT'<= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. OVERHANGS: 0.0' 19.1' Connector plate prefix designators: C,CN,Ci8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series t7 0 c!3 rn tc07 o < TRUSS SPAN 15'- 0.0' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0' O.C. LOADING ADDL: TC UNIF LL( ,20.0)+DL( 17.0)= 37.0 PLF 0'. 0.0' TO 15'- 0.0' V ADDL: TC UNIF LL( 20.0)+DL( 17.0)= 37.0 PLF 0'- 0.0' TO 15'- 0.0- V ADDL: BC UNIF LL( 74.4)+DL( 89.3)= 163.8 PLF 01- 0.0' TO 31- 8.7' V ADDL: BC UNIF LL( 74.4)+DL( 89.3)= 163.8 PLF 5'- 11.2' TO 9'- 11.2' V ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 15'- 0.0' V ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 15'- 0.0'•V ADDL: BC CONC LL+OL= 313.0 LBS @ 4'- 10.0' ADDL: BC CONC LL+OL= 257.0 LBS @ 10'- 11.2' ADDL: BC CONC LL+DL= 165.0 LBS @ 12'- 11.2' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=(-3667) 366 1- 7=(-352) 3844 2. 7=(-303) 222 2- 3=(-3504) 305 7- 8=(-416) 2897 7- 3=( -74) 1375 3- 4=(-3361) 301 8. 5=(-383) 3796 3. 8=( -69) 1168 4- 5=(-3526) 356 8- 4=(-305) 222 5. 6=( 0) 46 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -1611 1813V -27001 2700H 3.50' 1.93 OF ( 625) 15'- 0.0' -210/ 1631V -2700/ 2700H 3.50' 1.74 OF ( 625) BRG @ 0'- 0.0' 1.93 OF/ 2.98 HF/ 2.84 SPF BRG @ 15'- 0.0' 1.74 DF/ 2.68 HF/ 2.56 SPF 7-06 7-06 4-01 3-05 3-05 4-01 12 12 4.00 C7- a 4.00 IIM-5x5 J j312# L �257# �165# 5-03-04 4-05-08 5-03-04 <PL:10-00-12 JOB NAME: 19 at Darby - A2 Truss: DES. BY: LA DATE: 5/1/2014 SEQ.: 5914614 TRANS ID: 397658 15-00 WARNINGS: 1. Builder end erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing most be Installed where shown �. 3. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 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 then design loads be applied to any component. S. 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 TPIAVTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E Scale: 0.4037 GENERAL NOTES, unlessotherwise noted: 1. This design is based only upon the parameters shown and Is for an Individual building component Applicability of design parameters and proper incorporation of component Is the responsibility of the building designer. ' 2. Design assumes the top and bottom chords to be laterally braced at 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). 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. I. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.070' @ 5'- 3.3' Allowed = 0.481' MAX OL CREEP DEFL =-0.179' @ 5'- 3.3' Allowed = 0.721' MAX TL CREEP DEFL =-0.235' @ 5'- 3.3' Allowed = 0.721' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.179' MAX HORIZ. LL DEFL = 0.025' @ 0'- 3.5' MAX HORIZ. TL DEFL =-0.061' @ 0'- 3.5' SEISMIC Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), �( load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design_ checked for a 300 lb concentrated top chord ad per IBC 2012 due to maintenance workers s non -concurrent with other live loads. 1-06 u2 0 0 ♦ - p.* S� yp:twlr3Jtf11l4. s de repa DIR C, r in -TES ATOR' t LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR BC: 2x4 OF 210OF WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT <= 1210C. UON. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 15'- 0.0' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0' O.C. LOADING ADDL: TC UNIF LL( 20.0)+DL( 17.0)= 37.0 PLF 0'- 0.0' TO 15'- 0.0' V ADDL: TC UNIF LL( 20.0)+DL( 17.0)= 37.0 PLF 01- 0.0' TO 15'- 0.0' V ADDL: BC UNIF LL( 74.4)+DL( 89.3)= 163.8 PLF 0'- 0.0' TO 3'- 8.7' V ADDL: BC UNIF LL( 74.4)+DL( 89.3)= 163.8 PLF 5'- 11.2' TO 9'- 11.2' V ADDL: BC UNIF LL+DL= 7.0 PLF 0'• 0.0' TO 15'- 0.0' V ADDL: BC UNIF•LL+DL= 7.0 PLF 0'- 0.0' TO 15'- 0.0' V ADDL: BC CONC LL+DL= 313.0 LBS @ 4'- 10.0' ADDL: BC CONC LL+DL= 257.0 LBS @ 10'- 11.2' ADDL: BC CONC LL+DL= 165.0 LBS @ 12'- 11.2' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT.NON-CONCURRENTLY. 7-06 7-06 4-01 3-05 3-05 4-01 12 12 4.0017- IIM-5x5 a 4.00 1315# 1257# 1165# BEARING LOCATIONS 0'• 0.0' 15'- 0.0' 5-03-04 4-05-08 5-03-04 L l <PL:10-00-12 15-00 JOB NAME: 19 at Darby - A2A Scale: 0.3966 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder end erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an Individual /,ff_r&%2A Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2z4 compression web bracing must be installed where shown +. Incorporation of component Is cite responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the tap end venom chords be laterally braced et DES. BY: LA is the responsibility of the erector. Additional permanent bracing of 2' c their fen d by and at to' on respectivelyly unless bathed throughout C) in DATE • 5 / 1 / 2014 the overall structure is the some of the building designer. continuous and/ continuous sheathing such as plywood aired ere s and/or drywell�C). 3. Impact bridging or lateral bracing required where shown ++ b a 4. No load should be applied to any component until after all bracing and to any 4. Installation of truss Is the responsibility of the respective contractor. In SEQ. : 5914615 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, TRANSI D : 397658 design loads be applied to any component. and are for "dry condition- of use. 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. fabrication, handling, shipment and installation of components. 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 trust, and placed so their center TPIIWfCA in SCSI, copies of which will be famished upon request. Tines coincide with Joint center lines. III II I I II II III I I I IIII III IIII III 9. Digits Indic ndicatesize plate Inches. MiTek USA, Inc./CompuTrus Software +7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR•1988 (M(Tek) p CBC20131IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-3669) 373 1-6=(-352) 3845 2-6=(.303) 222 2-3=(-3505) 313 6-7=(-415) 2898 6-3=( -74) 1374 3.4=(-3364) 320 7-5=(-381) 3796 3.7=( -84) 1170 4-5=(-3530) 380 7.4=(-306) 220 MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) -163/ 1813V -2700/ 2700H 3.50' 1.93 OF ( 625) 1 78 1 1508V -2700/ 2700H 3.50' 1.61 OF ( 625) BRG @ 0'- 0.0' 1.93 DF/ 2.98 HF/ 2.84 SPF BRG @ 15'- 0.0' 1.61 DF/ 2.48 HF/ 2.36 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.072' @ 5'• 3.3' Allowed = 0.481' MAX OL CREEP DEFL = •0.179' @ 5'- 3.3' Allowed = 0.721' MAX TL CREEP DEFL =-0.235' @ 5'- 3.3' Allowed = 0.721' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.179- MAX HORIZ. LL DEFL = 0.025' @ 14'- 8.5' MAX HORIZ. TL DEFL = 0.061' @ 14'- 8.5' COND. 2: 180.00 PLF SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. O O cEXP. 14: s de repa Om C r in _TES , _..__ATOR_ _.., LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR; 2x4 OF 210OF T2 BC: 2x4 OF #1&BTR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT <= 12.0C. LION. NOTE: 2x4 BRACING AT 24'OC LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 19.1' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( 0) 46 2- 9=(0) 4784 3- 9=(-100) 216 2- 3=(-5144) 0 9-10=(0) 4912 9- 4=( 0) 310 3. 4=(-5170) 0 10- 7=(0) 4794 9- 5=(-144) 182 4- 5=(-4930) 0 5-10=( 0) 302 5- 6=(-5172) 0 10- 6=( -96) 208 6. 7=(-5154) 0 7. 8=( 0) 46 BEARING MAX VERT MAX HORZ ERG REOUIREO BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 2154V .32/ 32H 3.50' 1.15 OF ( 625) 20'- 4.0' 0/ 2154V 0/ OH 3.50' 1.15 OF ( 625) BRG @ 0'- 0.0' 1.15 DF/ 1.77 HF/ 1.69 SPF BRG @ 20'- 4.0' 1.15 OF/ 1.77 HF/ 1.69 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.125' @ 12'- 4.0' Allowed = 0.658' MAX DL CREEP DEFL =-0.200' @ 12'- 4.0' Allowed = 0.988' MAX TL CREEP DEFL =-0.324' @ 12'- 4.0' Allowed = 0.988' RECOMMENDED CALIBER (BASED ON DL DEFL)= 0.200' MAX HORIZ. LL DEFL = 0.028' @ 20'- 0.5' MAX HORIZ. TL DEFL = 0.060' @ 20'- 0.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 4-00-08 3-11-03 4-09-09 3-06-04 4-00-08 which is non -concurrent with other live loads. 690.70# 6 0.70# 12 12 4.00 E--- M-5x6 M-7x6 a 4.00 7-05 1.06 <PL:10-00-12 JOB NAME: 19 at Darby - A3 Truss: DES. BY: LA DATE: 5/1/2014 SEQ.: 5914616 TRANS ID: 397658 20.04.00 HIP SETBACK 8.00.00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 0'- 0.0- TO 8'- 0.0' V TC UNIF LL( 100.0)+DL( 85.0)= 185.0 PLF 8'- 0.0' TO 12'-- 4.0' V TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 12'- 4.0' TO 20'- 4.0' V BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'- 0.0- TO 20'- 4.0' V TC CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 8'- 0.0' TC CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 121- 4.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON;CONCURRENTLY. ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, 9' oc in 1 row(s) throughout 2x4 bottom chords, 9' oc in 1 row(s) throughout 2x4 webs. M-DAIeta) WARN NOS: 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. Additlonal temporary bracing to Insure stability during construction Is fire responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 component.. 6. This design is furnished subject to the limitations set forth by TPIAVTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E 4-04-10 5-07-12 7-03-04 20-04 Scale: 0.2966 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at IIT o.c. respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC) anti/or dnywall(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 ere 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 connector plate design values see ESR-1311, ESR-1988 (MiTek) 1-06 s de ' repo Din Or - inj _...TES .._..__ATOR_ LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR; 2x4 OF 210OF T2 BC: 2x4 OF #1&BTR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE: 2x4 BRACING AT 24.00 LON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 20-04-00 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 0'- 0.0- TO 8'- 0.0- V TC UNIF LL( 100.0)+OL( 85.0)= 185.0 PLF 8'- 0.0- TO 12'- 4.0- V TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 12'- 4.0- TO 20'- 4.0- V BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'- 0.0- TO 20'- 4.0' V TC CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 8'- 0.0- TC CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 12'- 4.0- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP CBC20131IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=(-5150) 22 1- 7=(0) 4790 2- 7=(-102) 170 2- 3=(-5172) 0 7- 8=(0) 4914 7. 3=( 0) 310 3- 4=(-4932) 8 8- 6=(0) 4800 7- 4=(-144) 182 4- 5=(-5176) 0 4- 8=( 0) 302 5. 6=(-5160) 16 8. 5=( -96) 166 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' O/ 2039V -271 27H 3.50' 1.09 OF ( 625) 20'- 4.0' 0/ 2039V 0/ OH 3.50' 1.09 OF ( 625) BRG @ 0'- 0.0' 1.09 OF/ 1.68 HF/ 1.60 SPF BRG @ 20'- 4.0' 1.09 OF/ 1.68 HF/ 1.60 SPF M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 JT 6: Heel to plate corner = 3.50' ( 2 ) complete trusses required. MAX LL DEFL =-0.125' @ 12'- 4.0' Allowed = 0.658' Join together 2 ply with 3'x.131 DIA GUN MAX OL CREEP DEFL =-0.200' @ 12'- 4.0' Allowed = 0.988' nails staggered at: MAX TL CREEP DEFL =-0.324' @ 12'- 4.0' Allowed = 0.988' 91 oc in 1 row(s) throughout 2x4 top chords, RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.200- 9' oc in 1 row(s) throughout 2x4 bottom chords, MAX HORIZ. LL DEFL = 0.028' @ 20'- 0.5' 9' oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.061' @ 20'- 0.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 7-11-11 4-04-10 7-11-11 Design checked for a 300 lb concentrated top chord 4-00-OB 3 11-03 4 09 09 3 O6 04 4-00-OS live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 690.70# 6 0.70# 12 12 4.00 17- M-5x6 M-7x6 a 4.00 M-OXIzp) 7-05 5-07-12 7-03-04 i t <PL:10-00-12 20-04 JOB NAME: 19 at Darby - A3A Truss: DES. BY: LA DATE: 5/1/2014 SEQ.: 5914617 TRANS ID: 397658 Scale: 0.3219 WARNINGS: GENERAL NOTES, unless otherwise noted: t. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and Is for an Individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown +. Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector. Additional permanent bracing of P ly p 9 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). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 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 condition' of use. 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. fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by S. Plates shall be located on both faces of truss, and placed so their center TPI/WfCA in SCSI, copies of which will be famished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate in Inches. MITek USA, Inc./CompuTrus Software +7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311. ESR-1988 (MITek) G/rs4 Innnjul;I LUMBER SPECIFICATIONS TC: 2x4 OF p18BTR BC: 2x4 OF /718BTR WEBS: 2x4 OF R18BTR TC LATERAL SUPPORT <= 12'OC. MON. BC LATERAL SUPPORT <= 12'OC. MON. NOTE: 2x4 BRACING AT 24'OC UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ------------------------------------- ------------------------------------- OVERHANGS: 19.1' 19.1' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,Ml6 = MiTek MT series rn 0 0 v s de repa OM C r in ,,,,.TES r-,, ATOR. t / TRUSS SPAN 20'- 4.0' CBC20131IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LOAD DURATION INCREASE = 1.25 1- 2=( 0) 46 2- 9=(0) 1857 3- 9=(-454) 55 SPACED 24.0' O.C. 2. 3=(-2024) 0 9-10=(0) 1422 9. 4=( 0) 270 3- 4=(-1556) 0 10. 7=(0) 1859 9- 5=( -90) 100 LOADING 4- 5=(-1424) 0 5-10=( O) 262 LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF - 5- 6=(-1566) 0 10- 6=(-448) 54 DL ON BOTTOM CHORD = 7.0 PSF 6. 7=(-2025) 0 TOTAL LOAD = 44.0 PSF 7- 8=( 0) 46 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP - 01- 0.0' 0/ 1009V- -40/ 40H 3.50' 1.08 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 20'- 4.0' 0/ 1009V 0/ OH 3.50' 1.08 OF ( 625) BRG @ 0'- 0.0' 1.08 DF/ 1.66 HF/ 1.58 SPF BRG @ 20'- 4.0' 1.08 DF/ 1.66 HF/ 1.58 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.062' @ 111- 0.8' Allowed = 0:658' MAX DL CREEP DEFL =-0.109' @ 11'- 0.8' Allowed = .0.988' MAX TL CREEP DEFL =-0.169' @ 11'- 0.8' Allowed = 0.988' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.109' MAX HORIZ. LL DEFL = 0.021' @ 20'- 0.5' MAX HORIZ. TL DEFL = 0.046' @ 20'- 0.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=l.6 Truss designed for wind ioads 9-11-11 0-04-10 9-11-11 in the plane of the truss only. 5-02-04 4-09 07 0-09-09 4-04-08 5 02-04 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 1212 4.00 C-- M-4x6 M-7x6 a 4.00 L L L y 9-05 1-07-12r 9-03-04 L L L L 1.06 •<PL:10-00-12 20-04 1-06 JOB NAME: 19 at Darby - A4 Truss: DES. BY: LA DATE: 5/1/2014 SEQ.: 5914618 TRANS ID: 397658 WARNINGS: 1. Builder and erection contractor should be advised of an General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 then 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 AN TPITCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E Scale: 0.2966 GENERAL NOTES, unless otherwise noted: 1. This design is based onty upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respecdvety unless braced throughout their ten ggth 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 Vrovlded. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint centerlines. 9. Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) m 0 s de repal 3m c1 - in) -TES .r ATOR6 ter,/ LUMBER SPECIFICATIONS TC: 2x4 OF Ni&BTR BC: 2x4 OF H1&BTR WEBS: 20 OF IY1&BTR TC LATERAL SUPPORT <= 1210C. UON, BC LATERAL SUPPORT <= 1210C. LION. NOTE: 2x4 BRACING AT 24.00 UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,U20HS,M18HS,M16 = MiTek MT series ch�O O < 5-02-04 12 4.00 C--- <PL:10-DO- TRUSS SPAN 20'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAO..TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-11-11 0-04-10 4-09-07 0-09-0 M-4x6 M-7x6 M-5X8(S) M-30 4-04-08 CBC201311BC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=(-2028) 0 1- 7=(0) 1862 2- 7=(-457) 69 2- 3=(-1558) 0 7. 8=(0) 1424 7. 3=( 0) 270 3- 4=(-1426) 0 8- 6=(0) 1863 7- 4=( -90) 100 4- 5=(-1568) 0 4- 8=( 0) 263 5. 6=(-2029) 0 8. 5=(-450) 69 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 895V -34/ 34H 3.50' 0.95 OF ( 625) 20'- 4.0' 0/ 895V 0/ OH 3.50' 0.95 OF ( 625) BRG @ 0'- 0.0' 0.95 DF/ 1.47 HF/ 1.40 SPF BRG @ 20'- 4.0' 0.95 DF1 1.47 HF/ 1.40 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L1240 MAX LL DEFL =-0.062' @ 111- 0.8' Allowed = 0.658' MAX DL CREEP DEFL =-0.110' @ 11'- 0.8' Allowed = 0.988' MAX TL CREEP DEFL =-0.170' @ 11'- 0.8' Allowed = 0.988' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.110' MAX HORIZ. LL DEFL = 0.021' @ 20'-. 0.5- MAX HORIZ. TL DEFL = 0.046' @ 20'- 0.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 9-11 11 in the plane of the truss only. Design checked for a 300 lb concentrated top chord 5-02-04 live load per IBC 2012 due to maintenance workers which is non-concurrent.with other live loads. 12 a 4.00 9-05 1-07-12 9-03-04 JOB NAME: 19 at Darby - A4A 20-04 Scale: 0.3091 Am WARNINGS: GENERAL NOTES, unless otherwise noted: AL A A3. 1. Builder and erection contractor should be advised of a8 General Notes 1. This design Is based only upon the parameters shown and Is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2.4 compression web bracing must be installed where shown +, incorpor-don of component is the responsibility of the building designer. Additional temporary bracing to insure stability during concoction Design assumes the top and bottom chords to be laterally braced at DES. BY: LA Is the responsibility of the erector. Additional permanent bracing of 2' °•°• and et 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE 5 / 1 / 2014 the overall structure is the responsibility of the building designer. 3, ar Impact bridging or lateral bracing required where shown ++ SEQ. : 5914619 4. No food should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than 4. Installation of truss Is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corroslve environment, TRANS I D : 397658 design loads be applied to any component. for and are for "dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility the necessary. fabrication, handling, shipment and installation of component. 7. Design assumes adequate drainage Is GrovIded. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both feces of buss, and placed so their center TPI/WfCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. III I II III II IIIII IIIII I II II III III 9. Digits Indicate size of plate in Inches. MiTek USA, Inc./CompuTrus Software +7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311. ESR-1988 (MiTek) LUMBER SPECIFICATIONS TC: 2x4 OF q1&BTR BC: 2x4 OF #I&BTR WEBS: 2x4 OF N1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. OVERHANGS: 19.1' 19.1' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,Ml6 = MiTek MT series rD 0 N O a M O O 10-02 5-05-14 TRUSS SPAN 20'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-08-02 4-08-02 s de repa Om C, r inj .-.TES . ,-,.,__ATOR --, CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 46 2- 8=(0) 1842 3- 8=(-585) 58 2. 3=(-2008) 0 8- 6=(0) 1842 8- 4=( 0) 595 3- 4=(-1434) 0 8. 5=(-585) 58 4- 5=(-1434) 0 5. 6=(-2008) 0 6. 7=( 0) 46 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1009V -42/ 42H 3.50' 1.08 OF ( 625) 20'- 4.0' 0/ 1009V 0/ OH 3.50' 1.08 DF ( 625) BRG @ 0'- 0.0' 1.08 OF/ 1.66 HF/ 1.58 SPF BRG'@ 20'- 4.0' 1.08 DF/ 1.66 HF/ 1.58 SPF VERTICAL DEFLECTION LIMITS: LL=060, TL=L/240 MAX LL DEFL =-0.062' @ 101- 2.0' Allowed = 0.658' MAX DL CREEP DEFL =-0.109' @ 10'- 2.0' Allowed = 0.988' MAX TL CREEP DEFL =-0.169' @ 10'- 2.0' Allowed = 0.988' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.109' MAX HORIZ. LL DEFL = 0.022' @ 20'- 0.5' MAX HORIZ. TL DEFL = 0.046' @ 20'- 0.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 10-02 in the plane of the truss only. 5-05-14 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 4.00 C- IIM-4x4 a 4.00 10-02 10-02 1-06 )<PL:10-00-12 20-04 14 1-06 JOB NAME: 19 at Darby - A5 Truss: fn DES. BY: LA DATE: 5/1/2014 SEQ.: 5914620 TRANS ID: 397658 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2r4 compression web bracing must be Installed where shown + 3. Additional temporary bracing to Insure stability during construct. on , is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 TPIANTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E Scale: 0.2970 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at I O' 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 oft and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in Inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) u2 O O -_ 's de ' repal )m ci inj _...TES ..._..__.ATOR'. LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR BC: 2x4 OF #1&BTR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT - 1210C. MON. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 0 co 0 c') c;S- 0 C. < 5-05-14 12 4.00E--- <PL:10-00-12 10-02 10-02 JOB NAME: 19 at Darby - A5A TRUSS SPAN 20'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-08-02 IIM-4x4. e n^ M-5XB(5) 20 - 04 . 4-08-02 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-2012) 0 1.6=(0) 1846 2.6=(-587) 73 2-3=(.1436) 0 6-5=(0) 1846 6-3c( O) 596 3-4=(-1436) 0 6.4=(-587) 73 4-5=1-20121 0 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 895V -37/ 37H 3.50' 0.95 OF ( 625) 20'- 4.0' 0/ 895V 0/ OH 3.50' 0.95 OF ( 625) BRG @ 0'- 0.0' 0.95 OF/ 1.47 HF/ 1.40 SPF BRG @ 20'- 4.0' 0.95 OF/ 1.47 HF/ 1.40 SPF -VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.062' @ 10'- 2.0' Allowed = 0.658' MAX DL CREEP DEFL =-0.110' @ 10'- 2.0' Allowed = 0.988' MAX TL CREEP DEFL =-0.170' @ 10'- 2.0' Allowed = 0.988' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.110' MAX HORIZ. LL DEFL = 0.022' @ 20'- 0.5' MAX HORIZ. TL DEFL = 0.046' @ 20'- 0.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 10-02 in the plane of the truss only. Design checked for a 300 lb concentrated top chord 5-05-14 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 a 4.00 10-02 Scale: 0.3091 WARNINGS: - GENERAL NOTES, unless otherwise noted: A5A3. 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an Individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper . 2. 2x4 compression web bracing must be Installed where shown +. incorporation of component is the responsibility of the building designer. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: LA is the responsibility of the erector. Additional permanent bracing of end at 10' on respectively unless bathed throughout their ten th by 2' continuous continuous sheathing such as plywood aheaMing(TC) and/or drywelitBC). DATE 5 / 1 / 2014 the overall structure is the responsibility of the building designer. 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. SEQ. : 5914621 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, TRANS I D : 397658 design loads be applied to any component. for and are for -dry condition' of use. 6. Design assumes lull bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility the necessary. fabrication, handling, shipment and Installation of components. 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 feces of truss, and placed so their center TPIANTCA In SCSI, copies of which w ll be furnished upon request lines coincide with joint center lines. IIIII I II IIIII III III IIIII IIIII II III 8. Digits cosae plate inches. MiTek USA, Inc./CompuTrus Software +7.6.6(1 L)-E 10. For basicsic connector plate design values sea ESR-1311, ESR-1988 (MiTek) p 0 0 LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR BC: 2x4 OF #1&BTR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. OVERHANGS: 19.1' 19.1' Connector plate prefix designators: C,CN C18CN18 or no prefix) = CompuTrus, Inc M,M26HS,6 8HS,rIII= MiTek MT series co 0 t; f7 O O Thi gn p Id fr oput, ut b SPAS . ,EIRIGr,r (JC} TRUSS SPAN 20'- 4.0' CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LOAD DURATION INCREASE = 1.25 1- 2=( 0) 46 2- 8= 0) 1842 3- 8= -943) 522 SPACED 24.0' O.C. 2. 3=(.2404) 744 8. 6='-1401) 2961 8- 4=' 0) 595 3-. 4= -1450 199 8. 5=(.958) 538 LOADING 4- 5='-1443` 193 LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF 5. 6=(-2386� 725 DL ON BOTTOM CHORD = 7.0 PSF 6- 7=( 0 46 TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH REQUIREMENTS OF CBC 2013 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE INCHES SPECIES 0'- 0.0' -160/ 1009V -42/ 42H 3.50' 1.08 �F 625� BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 20'- 4.0' -160/ 1009V O/ OH 3.50' 1.08 OF ' 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 0'- 0.0' 1.08 DF/ 1.66 HF/ 1.58 SPF BRG @ 20'- 4.0' 1.08 DF/ 1.66 HF/ 1.58 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.063' @ 14'- 10.7' Allowed = 0.658' MAX DL CREEP DEFL =-0.155' @ . 5'- 5.3' Allowed = 0.988' MAX TL CREEP DEFL =-0.169' @ 10'- 2.0' Allowed = 0.988' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.155' MAX HORIZ. LL DEFL = 0.032- @ 20'- 0.5' MAX HORIZ. TL DEFL = 0.057' @ 20'- 0.5' COND. 2: 260.00 PLF SEISMIC LOAD. SHEARWALL 0.00 to 10.67 NOTE: TRUSS DESIGN ASSUMES UNIFORM SHEAR TRANSFER 10 02 10 02 Wind: 110 mph+ h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (A11 eights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, 5-05-14 4-08-02 4-08-02 5-05-14 Truss designed for wind loads in the plane of the truss only. 12 12 Design checked for a 300 lb concentrated top chord 4.00 F-- M-4x5 o 4.00 live load per IBC 2012 due to maintenance workers r "'.;,e nnn_nnnr.rr ,04l6 MAm 1 ,n I. - 1-06 <PL:10-00-12 JOB NAME: 19 at Darby - A6 Truss: DES. BY: EE DATE: 6/30/2014 SEQ.: 5983062 TRANS ID: 402538 10-02 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. .Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 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 then design loads be applied to any component. - S. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. S. This design is furnished subject to the limitations set forth by TPI/VVrCA In BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E 10-02 20-04 Scale: 0.2958 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is the responsibility or the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(rC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown - a 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 am 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 connector plate design values see ESR-1311, ESR-1988 (MiTek) 1-06 t2 e7 O O Thi - gn F Id fi oput ut b SPA.- ,.,BRIG,,,..,,,, (JCj LUMBER SPECIFICATIONS TC: 2x4 OF #I&BTR BC: 2x4 OF ff18BTR WEBS: 2x4 OF H18BTR TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. LION. OVERHANGS: 19.1' 19.1' Connector plate prefix desi nators: C,CN,CI8,CN18 (or no prefixg} = CompuTrus, Inc M,M20HS,M18HS,Ml6 = hliTek MT series 5-05-14 12 4.00 17--- 1-06 <PL:10-00-12 JOB NAME: 19 at Darby - A7 Truss: A7 DES. BY: EE DATE: 6/30/2014 SEQ.: 5983063 TRANS ID: 402538 TRUSS SPAN 20'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE .TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/CGG=1.00 I. 2=( 0) 46 2- 8=( •77� 1842 3. 8=(-942) 522 2. 3=1•2405 744 8- 6=(•1406 2966 8. 4=( 0J 595 3- 4= -1450 1" B- 5= -959 538 4- 5= -1443 193 5- 6= •2385 725 6- 7=( 0 46 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES ((SPECIES 01- 0.0' -160/ 1009V .42/ 42H 3.50° 1.08 tlF ( 625j 20'- 4.0' -160/ 1009V 0/ OH 3.50' 1.08 OF ( 625) BAG @ 0'- 0.0' 1.08 OF/ 1.66 HF/ 1.58 SPF BRG @ 20'- 4.0' 1.08 OF/ 1.66 HF/ 1.58 SPF 10-02 10-02 4-08-02 4-08-02 5-05-14 12 M-4x5 a 4.00 10-02 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. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overe11 structure is the responsibility of the building designer. 4. No load should be applied to any component until slier 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. 0. This design Is furnished subject to the limitations set forth by TPI/WTCA In BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7:6.6(1L)-E WMFAWAWM 10-02 20-04 Scale: 0.2971 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an Individual building component. Applicability of design parameters and proper incorporation of component Is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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). 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. & 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 connector plate design values see ESR-1311. ESR-1988 (Mrrek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = •0.064' @ 14'- 10.7' Allowed = 0.658' MAX DL CREEP DEFL =-0.153' @ 5'- 5.3' Allowed = 0.988' MAX TL CREEP DEFL =-0.169' @ 10'- 2.0' Allowed = 0.988' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.153' MAX HORIZ. LL DEFL = 0.033' @ 20'- 0.5' MAX HORIZ. TL DEFL = 0.058' @ 20'- 0.5' COND. 2: 260.00 PLF SEISMIC LOAD. SHEARWALL 0.00 to 10.33 NOTE: TRUSS DESIGN ASSUMES UNIFORM SHEAR TRANSFER Wind: 110 mph, h=15ft TCDL=10.2,BCDL=4.2, ASCE 7.10 (All Heights), inclosed, Cat.2, Exp.C, MWFRS(bir), load duration factor=l.6 �( Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord load per IBC 2012 due to maintenance workers :h is non -concurrent with other live loads. 1-06 t2 (h O O LUMBER SPECIFICATIONS TRUSS SPAN 20'- 4.0- TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) BC: 2x6 OF SS SPACED 24.0' O.C. WEBS: 2x4 OF #1&BTR LOADING TC LATERAL SUPPORT <= 12'OC. MON. ADDL: TC UNIF LL( 20.0)+DL( 17.0)= 37.0 PLF 0'- 0.0' TO 20'- 4.0' V BC LATERAL SUPPORT <= 12'OC. MON. ADDL: TC UNIF LL( 20.0)+DL( 17.0)= 37.0 PLF 0'- 0.0' TO 20'- 4.0' V ADDL: BC UNIF LL( 30.0)+DL( 36.0)= 66.0 PLF 0'- 0.0° TO 7'- 0.8' V OVERHANGS: 19.1' 0.0' ADDL: BC UNIF LL( 75.5)+DL( 90.7)= 166.2 PLF 7'- 1.5' TO 10'- 8.7' V ADDL: BC UNIF LL( 236.5)+DL( 283.8)= 520.2 PLF 15'- 8.7' TO 20'- 4.0' V Connector plate prefix designators: ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0: TO 20'- 4.0' V C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0TO 20'- 4.0° V M,M20HS,M18HS,M16 = MiTek MT series 2 complete trusses required. ( ) P q ADDL: BC CONC LL+DL= 368.0 LBS @ ADDL: BC CONC LL+DL= 489.0 L B S @ 11'- 14'- 3.8' 0.3' Join together 2 ply with 3'x.131 DIA GUN nails staggered at: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9' oc in 1 row(s) throughout 2x4 top chords, REOUIREMENTS OF CBC 2013 NOT BEING MET. 9' oc in 2 row(s) throughout 2x6 bottom chords, 9' oc in 1 rowIs) throughout 2x4 webs. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. s de repa Gm c r in or-mTES ATORo tvv/ CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 46 2. 7=(-458) 5354 3- 7=(-480) 210 2. 3=(-5328) 508 7- 8=(-314) 4336 7- 4=(-144) 1292 3- 4=(-5058) 434 8. 6=(-416) 6274 4- 8=( -70) 3100 4- 5=(-6320) 384 8. 5=(-466) 220 5- 6=(-6584) 462 BEARING MAX VERT MAX HORZ BRG REQUIRED BRIG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0: -265/ 2299V .3660/ 3660H 3.50' 1.23 OF ( 625) 20'- 4.0' -149/ 3928V -3660/ 3660H 3.50' 2.10 OF ( 625) BRG @ 0'- 0.0' 1.23 DF/ 1.89 HF/ 1.80 SPF BRG @ 20'- 4.0' 2.10 OF/ 3.23 HF/ 3.08 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.072' @ 13'- 1.4' Allowed = 0.658' MAX DL CREEP DEFL =-0.189' @ 13'- 1.4' Allowed = 0.988' MAX TL CREEP DEFL =-0.249' @ 13'- 1.4' Allowed = 0.988' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.189' MAX HORIZ. LL DEFL =-0.015" @- 20'- 0.5- MAX HORIZ. TL DEFL =-0.038' @ 0'- 3.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, 10-02 10-02 load Heights),fEnclosed, Cat.2, Exp.C, MWFRS(Dir), durationTruss designed for wind loads 5-08-14 4-05-02 4-05-02 5-08-14 in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 4.0017 M 5x6 o 4.00 which is non -concurrent with other live loads. s na L 6 �368# 6 �489# 7-02-09 5-10-13 7-02-09 1-06-<PL:10-00-12 JOB NAME: 19 at Darby - A8 Truss: DES. BY: LA DATE: 5/1/2014 SEQ.: 5914624 TRANS ID: 397658 10-02 20-04 WARNINGS: 1. Builder and erection contractor should be advised of a0 General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown +. 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 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 component.. 6. This design is furnished subject to the limitations set forth by TPIANTCA in BCSI, copies of which will be furnished upon request.. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10-02 Scale: 0.2834 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of deslgn peremelers and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced of 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). 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 centerlines. 9. Digits indicate size of plate in inches. A. For basic connector plate design values see ESR-1311, ESR-1988 (MITek) Ene °4 SIB%'g s de repa Gm C r in srHTES rHtdnivATORs (vu) LUMBER SPECIFICATIONS TC: 2x4 OF q1&BTR BC: 2x4 OF q1&BTR WEBS: 2x4 OF q1&BTR TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT <= 12'OC. MON. Staple or equal at non-structural vertical members (urn). Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,Ml8HS,Ml6 = MiTek MT series TRUSS SPAN 20'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10-04 5-06-14 4-09-02 If 12 4.00 lM-4x5 � n n- COND. 2: 1800.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Note:Truss design requires continuous bearing wall for entire span UON. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 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 areas only. 10-04 4-09-02 5-02 12 a 4:00 = M-5x5(S) M-3x4 M-3x4 7-01.-15 1-06 <PL:10-00-12 JOB NAME: 19 at Darby - A9 6-04-03 20-08 Scale: 0.3674 WARNINGS: GENERAL NOTES, unless otherwise noted: A91. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and Is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper ' 2. 2x4 compression web bracing must be Installed where shown +, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: LA is the responsibility of the erector. Additional permanent bracing of 2' o.c. end at 10' o.c. respectively unless braced throughout their length by drywall(BC). DATE: 5 / 1 / 2014 the overall structure is the responsibility of the building designer. wntinuous sheathing such as plywood sheathing(TC) and/or 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Mosel should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5914625 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, TRANS I D : 397658 design loads be applied to any component. and are for -dry condition' of use.. 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. fabrication, handling, shipment and installation of components. �. Design assumes adequate drainage is provided. B. This design Is furnished subject to the limitations set forth by 8. Plates shell be located an both feces of truss, and placed so their center TPINVECA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. IIIII I I IIIII III I I I I I IIIII I II III 9. Digits Indicate size of plate in Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MTek) 8-09 1-06 E e "W4. C. s de repa OIR c - ins --TES , r,., —ATOR %.., LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR BC: 2x4 OF #1&BTR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 1210C. UON. Staple or equal at non-structural vertical members (uon). Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,MIBHS,M16 = MiTek MT series v 0 rn 0 ch TRUSS SPAN 20'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL('20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. COND. 2: 1800.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, •Truss designed for wind loads in the plane of the truss only. rote :Truss design requires continuous bearing wall for entire span UON. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 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 areas only. 10-04 10-04 4.00 I7 M-4x5 d 4.00 0,25" < M-3x4 M-3x4 M-3x4 M-5x5(S) <PL:10-00-12 20-08 JOB NAME: 19 at Darby - A9A Truss:AT lk DES. BY: LA DATE: 5/1/2014 SEQ.: 5914626 TRANS ID: 397658 Scale: 0.4170 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of ell General Notes 1. This design is based only upon the parameters shown and is for an Individual and Warnings before construction commences. building component. Applicability of design parameters and pro er Sesigner. 2. 2x4 compression web bracing must be installed where shown +- Incorporation of component Is the responsibility of the building 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector. Additional permanent bracing of y nless braced and/or eirywell( continuo the overall structure Is the responsibility of the building designer. dhout s sheathing such asvp�ood sheaths g(TC) C).th 3, h 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. 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. 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 fabrication, handling, shipment and Installation of components. necessary. 7. Design assumes adequate drainage Is provided. 6. This design Is furnished subject to the limitations sal forth by a. Plates shell be located on both feces of truss, and placed so their center TPIAVTCA In SCSI, copses of which will be furnished upon request. lines coincide with Joint center lines. 9. Digits indicate size of plate in Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 0 s de repa oin C, r inj ..TES , ,,,,,,...ATORI, 1_, LUMBER SPECIFICATIONS TC: 2x4 OF p1&BTR BC: 2x4 OF H1&BTR WEBS: 2x4 OF H1&BTR TC LATERAL SUPPORT <= 12'00. UON. BC LATERAL SUPPORT <= 12'OC. LON. OVERHANGS: 19.1' 19.1' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 20'- 8.0- LOAD DURATION INCREASE = 1.25 SPACED 24.0. O.C. LOADING LL( 20.0)*DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10-04 5-06-14 4-09-02 4-09-02 12 a.00l� M-45 7-01-15 1-06 <FL:IU-UU- JOB NAME: 19-at Darby - A10 Truss: DES. BY: LA DATE: 5/1/2014 SEQ.: 5914627 TRANS ID: 397658 CBC20131IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 46 2. 8=(0) 1914 3- 8=(-413) 42 2- 3=(-2085) 0 8- 9=(0) 1267 8- 4=( 0) 555 3- 4=(-1799) 0 9- 6=(0) 1914 4- 9=( 0) 555 4- 5=(-1799) 0 9- 5=(-413) 42 5- 6=(-2085) 0 6. 7=( 0) 46 BEARING, MAX VERT .I1AX HORZ BRG REQUIRED BRG'LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1024V -43/ 43H 3.50' 1.09 OF ( 625) 20'- 8.0' 0/ 1024V 0/ ON 3.50' 1.09 OF ( 625) BRG @ 0'- 0.0' 1.09 OF/ 1.69 HF/ 1.61 SPF BRG @ 20'- 8.0' 1.09 DF/ 1.69 HF/ 1.61 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.063' @ 10'- 4.0' Allowed = 0.669' MAX DL CREEP DEFL =-0.114' @ 13'- 6.1' Allowed = 1.004' MAX TL CREEP DEFL =-0.174' @ 10'- 4.0' Allowed = 1.004' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.114' MAX HORIZ. LL DEFL = 0.020' @ 20'- 4.5' MAX HORIZ. TL DEFL = 0.044' @ 20'- 4.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 10-04 in the plane of the truss only. 5-06-14 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads.' 12 d 4.00 6-04-03 7-01-15 20-08 Scale: 0.2924 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an Individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing moat be instal ed where shown Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at is the respons(b11ity of the erector. Additional permanent bracing of 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). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown r . 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. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses ere to be used in a non -corrosive environment, design loads be applied to any component. end ere (0, 'dry condition' of use. 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. fabrication, handling, shipment and installation of components. 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 feces of truss, and placed so their center TPIANTCA In BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate in Inches. " MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESRA 988 (MiTek) 1-06 rn co 0 0 gm %W4. s de repa oln C r in _..-.TES ..._..__ATOR_ LUMBER SPECIFICATIONS TC: 2x4 OF III 1&BTR BC: 2x4 DF N1&BTR WEBS: 2x4 OF N1&BTR TC LATERAL SUPPORT <= 12'OC. MON. BC LATERAL SUPPORT <= 12'OC. MON. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 5-06-14 12 4.00 1--- a 0 of 0 cl) M�O O = M-5x5(S) L ,L 7-01-15 6-04-03 L � PL:10-00-12 20-08 JOB NAME: 19 at Darby - A10A 10-04 TRUSS SPAN 20'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)tDL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING NET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-09-02 4-09-02 M-4x5 Truss: DES. BY: LA DATE: 5/1/2014 SEQ.: 5914628 TRANS ID: 397658 WARNINGS: i. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 20 compression web bracing must be Installed where shown +. 3. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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. S. This design is furnished subject to the limitations set forth by TPINVTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software +7,6.6(1 L)-E 10-04 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1.2=(-2089) 0 1.6=(0) 1918 2.6=(.415) 52 2-3=(-1803) 0 6-7=(0) 1269 6-3=( 0) 557 3.4=(-1803) 0 7-5=(0) 1918 3.7=( 0) 557 4-5=(-2089) 0 7.4=(-415) 52 BEARING MAX VERT MAX HOBZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 909V .371 37H 3.50' 0.97 OF ( 625) 20'- 8.0' 0/ 909V 0/ OH 3.50' 0.97 OF ( 625) BRG @ 0'- 0.0' 0.97 DF/ 1.50 HF/ 1.43 SPF BRG @ 20'- 8.0' 0.97 DF/ 1.50 HF/ 1.43 SPF 5-06-14 12 4 4.00 7-01-15 Scale: 0.3033 GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and is for an Individual. building component. Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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). 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 roWded. 8. Plates shall be located on both faces of Wsa, end placed so their center lines coincide with joint center lines. 9. Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311. ESR-1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.063' @ 10'- 4.0' Allowed = 0.669' MAX OL CREEP DEFL c-0.115' @ 7'- 1.9' Allowed = 1.004' MAX TL CREEP DEFL =-0.175' @ 10'- 4.0' Allowed = 1.004' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.115' MAX HORIZ. LL DEFL = 0.020' @ 20'- 4.5' MAX HORIZ. TL DEFL = 0.044' @ 20'- 4.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCOL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers { which is non -concurrent with other live loads. s de repa )IIIC, inj IIIII II III III -TES ,,,ATOR',_ LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0' CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF kt&BTR LOAD DURATION INCREASE = 1.25 1- 2=(-2504) 0 1- 7=(0) 2207 2- 7=(-573) 45 BC: 2x4 OF /11&BTR SPACED 24.0' O.C. 2. 3=(-2007) 0 7- 8=(0) 1347 7. 3=( 0) 716 WEBS: 2x4 OF qt&BTR 3- 4=(-1883) 0 8. 5=(0) 1992 3- 8=( 0) 554 LOADING 4- 5=(-2168) 0 8- 4=(-411) 42 TC LATERAL SUPPORT <= 12'OC. MON. LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF 5- 6=( 0) 46 BC LATERAL SUPPORT <= 12'OC. MON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ' OVERHANGS: 0.0' 19.1' BEARING MAX VERT MAX HORZ BIRD REQUIRED BRG LENGTH ADDL: TC CONC LL+DL= 452.0 LBS @ 1'- 7.7- LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) Connector plate prefix designators: 0'- 0.5' 0/ 1333V -44/ 36H 3.50' 1.42 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 8.0' 0/ 1058V 0/ OH 3.50' 1.13 OF ( 625) M,M20HS,M18HS,1416 = MiTek MT series REQUIREMENTS OF CBC 2013 NOT BEING MET. ERG @ 0'- 0.5' 1.42 DF/ 2.19 HF/ 2.09 SPF BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ERG @ 20'- 8.0' 1.13 DF/ 1.74 HF/ 1.66 SPF AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L1360, TL=L/240 MAX LL DEFL =-0.062' @ 10'- 4.0' Allowed = 0.668' MAX DL CREEP DEFL =-0.136' @ 7'- 1.9' Allowed = 1.002' MAX TL CREEP DEFL =-0.196' @ 7'- 1.9' Allowed = 1.002' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.136' MAX HORIZ. LL DEFL = 0.020' @ 20'- 4.5' MAX HORIZ. TL DEFL = 0.047' @ 20'- 4.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, 10.04 10-04 (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), - load duration factor=1.6, Truss designed for wind loads 5-06-14 4-09-02 4-09-02 5-06-14 in the plane of the truss only. 45211 12 Design checked for a 300 lb concentrated top chord 12 M-4X5 d 4.00 live load per IBC 2012 due to maintenance workers 4.00 4.0" 3 f`d i which is non -concurrent with other live loads. M-2x4 M-2x4 4 0 v 0 o 7 e o < M-4x4 0.25" M-3x4 M-30 7-01-15 6-04-03 7-01-15 h 0-00-08 20-07-08 <PL:10-00-12 20-08 JOB NAME: 19 at Darby = A10B Scale:0.3019 WARNINGS: GENERAL NOTES, unless otherwise noted: Al 0 1. Builder and erection contractor should be advised of ail General Notes 1. This design is based only upon the parameters shown and Is for an individual Truss: ' DES. BY: LA DATE: S J 1 / 2014 and Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top end bottom chords to be laterally braced et entinuo s sheathing such as plywood sheathnless e 0(TC) and/or dout alywell(BC).y 3. 2v Impact bridging or lateral bracing required where shown ++ //�� S Eli . : 5914629 TRANS I D : 397658 II II IIIII II II IIIII I III III I I I I IIII 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 TPIIWTCA in SCSI, copies of which will be famished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 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 VrovIded. 8. Plates shall be to on both feces of truss, and Placed so their center lingo coincide with joint center lines. ' 9. ForDigits indicate size palate sInches. 10. For basic connector plate design values age ESR-1311, ESR-1988 (MiTek) 1-06 �CM J•afrlflll4. s de repa :)In c, r inj . , rES '. __.,._ATOR'_ t--, LUMBER SPECIFICATIONS TC: 2x4 DF k18BTR BC: 2x4 OF g18BTR WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <= 1210C. MON. BC LATERAL SUPPORT - 1210C. MON. OVERHANGS: 0.0' 19.1' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,Ml8HS,M16 = MiTek MT series 5-06-14 452# 12 4.00 C--- 7-01-15 <PL:10-00-12 10-04 inn AIAAIIF' iQ nt nnrhii _ Al Truss: I DES. BY: LA DATE: 5/1/2014 SEQ.: 5914630 TRANS ID: 397658 TRUSS SPAN 20'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: TC CONC LL+DL= 452.0 LBS @ 1'- 7.7' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-09-02 M-4x5 6-04-03 20-08 4-09-02 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-2526) 0 1- 7=( 0) 2232 2- 7=(-585) 44 2- 3=(-2025) 0 7- 8=(.32) 1355 7. 3=( 0) 729 3- 4=(-1891) 0 8- 5=( 0) 1999 3- 8=( 0) 553 4- 5=(-2176) 0 8- 4=(-410) 42 5. 6=( 0) 46 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0, 0/ 1331V -1000/ 1000H 3.50' 1.42 OF ( 625) 20'- 8.0' 0/ 1061V -1000/ 1000H 3.50' 1.13 OF ( 625) BRG @ 0'- 0.0' 1.42 DF/ 2.19 HF/ 2.09 SPF BRG @ 20'- 8.0' 1.13 DF/ 1.75 HF/ 1.66 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.063' @ 101- 4.0' Allowed = 0.669' MAX DL CREEP DEFL =-0.140' @ 7'- 1.9' Allowed = 1.004' MAX TL CREEP DEFL =-0.199' @ 7'- 1.9' Allowed = 1.004' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.140' MAX HORIZ. LL DEFL = 0.020' @ 20'- 4.5' MAX HORIZ. TL DEFL = 0.048' @ 20'- 4.5' ICOND,1000.00 SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, 10 04 Truss designed for wind loads in the plane of the truss only. 5-06-14 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 12 which is non -concurrent with other live loads. a 4.00 7-01-15 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of an General Notes 1. This design is based only upon the parameters shown and Is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown +. Incorporation of component is the responsibility of the building designer. 3. Additional temporery bredng to insure stability dudng consbuction 2. Design assumes the top and bottom chords to be laterally braced at Is the res onsibili of the erector. Additional permanent bracing of P ry P 9 and at 10' onrespectivelysuchplunless braced throughout their length by 2' continuous sheathing such and/or drywell(BC). the overall structure is the responsibility of the building designer. las 3. 2x Impact bridging or lateral bredng required where shown ++ 2x Impact bracing aired where s 4. No load should be applied to any component until after all bracing and 4. Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter 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. 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. fabrication, handling,shipment and installation of corn onenb. P P 7. Design assumes adequate drainage is trussed. 6. This design is furnished subject to the limitations set forth by 8. Plates shell be located on both faces of truss, and placed so their center TPINVICA in SCSI, copies of which will be furnished upon request. lines coincide with Joint center lines. 9. Digits Indicate size of plate in Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E A. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 1-06 to 0 0 Thi gn p !d fr oputt it b SPArco rmBRIGmiuna (JC) LUMBER SPECIFICATIONS TC: 2x4 OF N18BTR BC: 2x4 OF N18BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT - 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. OVERHANGS: 0.0' 19.1' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,MIBHS,M16 = MiTek MT series M 0 o < TRUSS SPAN 20'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: TC CONC LL+DL= 452.0 LBS @ 1'- 7.7' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10-04 10-04 BEARING LOCATIONS 0'- 0.5' 20'- 8.0' 5-06-14 4-09-02 4-09-02 5-06-14 452# 4.00 � M-4x5 a 4.00 M-5x7(S) 7-01-15 6-04-03 7-01-15 0-00-08 20-07-08 L <PL:10-00-12 20-08 JOB NAME: 19 at Darby - Al2 Scale: 0.3050 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and Is for an Individual Truss: end Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown +. Incorporation of component Is the responsibility of the building designer. DES. BY: E E 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 6 / 30 / 2014 overall structure is the responsibility of the building designer. No 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. /� SEQ . : 5983064 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, TRANS I D : 402538 design loads be applied to any component. for and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge If S. CompuTrus has no control over and assumes no responsibility the necessary. fabrication, handling, shipment and Installation of components. 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 TPINVECA in BCSI, copies of which will be furnished upon request. lines with joint center lines. III II II II II II II II I I IIIII I I IIII III dDicoincide Digits s Indicate size of plate in Inches. - MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cy=1.00 1- 2=(-3346 1004 1. 7=(-1922) 4049 2- 7=(-1004 449 2. 3=(-2007I 0 7- 8=(-2018) 3254 7- 3=� -390� 1170 3- 4=(-1883 0 8. 5=( O) 1992 3- 8= -478 995 4- 5=(-3031) 1141 8- 4=( -833) 540 5- 6=( 0 46 MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) -681 1538V -44/ 36H 3.50: 1.64 OF 625 -304/ 1144V 0/ ON 3.501.22 OF ' 625i BRG @ 0'- 0.5' 1.64 DF/ 2.53 HF/ 2.41 SPF BRG @ 20'- 8.0' 1.22 DF/ 1.88 HF/ 1.79 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.073' @ 5'- 6.3' Allowed = 0.668' MAX DL CREEP DEFL =-0.214' @ 15'- 1.7' Allowed = 1.002' MAX TL CREEP DEFL =-0.199' @ 5'- 6.3' Allowed = 1.002' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.214- MAX HORIZ. LL DEFL = 0.039' @ 0'- 4.0' MAX HORIZ. TL DEFL =-0.067' @ 0'- 4.0' COND. 2: 350.00 PLF SEISMIC LOAD. SHEARWALL 8.63 to 20.63 NOTE: TRUSS DESIGN ASSUMES UNIFORM SHEAR TRANSFER Wind: 110 mphh=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All (i(eights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=l.6 rruss designed far wind Toads Ln the plane of the truss only. )esign checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 1-06 M 0 0 LUMBER SPECIFICATIONS TC: 2x4 OF M18BTR; 2x6 OF SS T2, T3 BC: 20 OF SS WEBS: 2x4 OF 018BTR TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT <= 1210C. LON. NOTE: 2x4 BRACING AT 24'OC LON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 0.01 - For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 7-11-11 �3 11 4-00.I� 12 4.00 C--- M-4x1 o M-2x O 46-04-08 HIP SETBACK B-00.00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 0'- 0.0' TO 8'- TC UNIF LL( 100.0)+DL( 85.0)= 185.0 PLF 8'- 0.0- TO 38'- TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 38'- 4.5- TO 46'- BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'- 0.0' TO 46'- TC CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 8'- 0.0- TC CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 38'. 4.5' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, 9' oc in 2 row(s) throughout 2x6 top chords, 9' oc in 2 row(s) throughout 2x6 bottom chords, 9° oc in 1 row(s) throughout 2x4 webs. 30-08-10 6-00-09 6-00-09 ¢3 �5-01-026-02-05 '-00-14 690.70 M-8x14(S) ! M-U5 M-Jx4 0,25° M-2x4 M-4,) N O 3x8 M-3x8 M-R10 M-2k4 +'" M-2'x4 M-3k10 M-3x4 o < 0.25" 0.25' o M-7 6(S) M-8x14(S) L I 7-02 6-02-05 6-00-09 5-10-13 6-00-09 4-00-144-00-14 6-10-08 L 1 0(3�PL:10-00-12 46-04-08 JOB NAME: 19 at Darby - A16 Truss: DES. BY: LA DATE: 5/1/2014 SEQ.: 5914632 TRANS ID: 397658 7-08-03 .11 2 3-07-0 - 04 -1t i 9� 0--7 12 a 4.00 10 M-4x6 M-2x4 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. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 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 TPIANTCA in BCSI, copies of which will be furnished upon request MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E B de repa Dill C r inj .-TES , r,..,, ATOR. tw/ CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( 0) 46 2.13=( -168) 6778 3-13=( -64) 294 9-19=( 0) 2986 2- 3=(-7218) 208 13-14=( -448) 8936 13- 4=( 0) 896 10.19=(-1004) 110 3. 4=(-7304) 224 14-15=( -426) 7016 13- 5=(-2156) 340 19-11=( -528) 72 0.0' V 4. 5=(-6932) 222 15.16=( -162) 1352 5-14=( -522) 132 4.5' V 5- 6=(-8868) 488 16-17=( -162) 1352 14. 6=( -18) 1986 4.5' V 6. 7=(-6778) 440 17-18=(-3256) 214 6-15=(-1836) 222 4.5' V 7. 8=( -318) 7282 18-19=(-3256) 214 15. 7=( -276) 5804 8- 9=( -318) 7282 19-12=( -266) 302 16- 7=( 0) 248 9-10=( -222) 638 7-17=(-9198) 534 10-11=( -256) 758 17. 8=(-1162) 188 11-12=( -332) 310 17. 9=(-4586) 182 18. 9=( -70) 72 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -50/ 2765V .35/ 41H 3.50' 1.47 OF ( 625) 31'- 4.3' -364/1 7021V 0/ OH 3.50' 3.74 OF ( 625) 46'- 4.5° 0/ 329V 0/ OH 3.50' 0.18 OF ( 625) BRG @ 0'- 0.0' 1.47 DF/ 2.28 HF/ 2.17 SPF BRG @ 31'- 4.3' 3.74 OF/ 5.78 HF/ 5.51 SPF BRG @ 46'- 4.5' 0.18 DF/ 0.27 HF/ 0.26 SPF Scale: 0.0928 GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and Is for an individual building component. Applicability of design parameters end prover Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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). 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 noncorrosive 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. A. For basic connector plate design values see ESR-1311. ESRA 988 (MiTek) Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.201' @ 13'- 4.3' Allowed = 1.031' MAX DL CREEP DEFL =-0.358' @ 13'- 4.3' Allowed = 1.546' MAX TL CREEP DEFL =-0.558' @ 13'- 4.3' Allowed = 1.546° RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.358' MAX HORIZ. LL DEFL = 0.028° @ 31'- 4.3' MAX HORIZ. TL DEFL = 0.061° @ 31' 4.3' Wind: 110 mph, h=15ft, TCDL=10.2,BCOL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. s de: repai )m Cl in( .,,-..TES I __,, ATORL ,--, LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR BC: 2x4 OF #1&BTR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 1210C. MON. BC LATERAL SUPPORT <= 1210C. MON. NOTE 2x4 BRACING AT 24'OC UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 0.0' •' For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 9-07-11 9-07-11 5-00-04 4-07-07 12 4.00 M-7x6 7 O O O O TRUSS SPAN 46'- 4.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 27-04-10 15-07-01 11-09-04 6-10-06 7-05-01 7-05-01 5-08-01 L L 8-11-04 7-06-13 1-06<PL:10-00-12 P OVIDE FULL BE ING'J s' 0 JOB NAME: 19 at Darby - A17 M-3x5(S) 10-9Y4 M-4YI4 M-9Y4 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( 0) 46 2-11=( 0) 2627 3.11c( -356) 54 15- 9=(-594) 57 2- 3=(-2842) 0 11-12=( 0) 2295 11- 4=( 0) 352 3. 4=(-2475) 0 12-13=( 0) 954 4-12=( -81) 324 4. 5=(-2516) 0 13.14=( 0) 954 5.12=( -611) 4.1 5- 6=(-2466) 0 14-15=(-564) 48 12- 6=( 0) 1636 6- 7=( 0) 2175 15-10=(-148) 342 13- 6=( 0) 251 7- 8=( 0) 2175 6-14=(-3367) 0 8. 9=( -40) 587 14- 7=( -573) 36 9.10=( -380) 192 14- 8=(-1790) 0 8.15=( 0) 397 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0: 0/ 1290V -44/ 50H 3.50' 1.38 OF ( 625) 31'- 4.30/ 2705V OI OH 3.50' 2.88 OF ( 625) 46'- 4.5' 0/ 321V 0/ OH 3.50' 0.34 OF ( 625) BRG @ 0'- 0.0: 1.38 DF/ 2.12 HF/ 2.02 SPF BRG @ 31'- 4.32.88 OF/ 4.45 HF/ 4.24 SPF BRG @ 46'- 4.5' 0.34 DF/ 0.53 HF/ 0.50 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.163' @ 9'- 8.0' Allowed = 1.031' MAX DL CREEP DEFL c-0.280' @ 9'- 8.0' Allowed = 1.546' MAX TL CREEP DEFL =-0.441' @ 9'- 8.0' Allowed = 1.546' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.280- MAX HORIZ. LL DEFL = 0.031' @ 31'- 4.3' MAX HORIZ. TL DEFL = 0.069' @ 31'- 4.3' r Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers . 9-04-03 which is non -concurrent with other live loads. 9-04-08 4-07-07 4-08-12 12 a4. 00 M-7x6 M-5x14(S) M-7x10(S) L L L L 7-05-01 7-05-01 6-04-08 8-07-12 46-04-08 Scale: 0.1565 WARNINGS: GENERAL NOTES, unless otherwise noted: Al 7 1. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. hWlding component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown +. Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: LA is the res ons(bili of the erector. Additional permanent bracing of P ty p 9 2' o.c. and at t0' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andfor drywall(BC). DATE: 5 / 1 / 2014 the overall structure is the responsibility of the building designer. 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. SEQ. : 5914633 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, TRANS I D : 397658 design loads be applied to any component. for and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility the necessary. fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage istruss 6. This design is furnished subject to the limitations set forth by 6. Plates shall be located on both feces of truss,s, and placed so their center TPINVTCA in BCSI, copies of which will be furnished upon request lines coincide wiz Joint center lines. III II II I II II III I III I I III II II IIII 9. Digits Indicate size of plate in Inches. MiTek USA, Inc./CompUTfus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) O O O s de: repai )m cc in; _...TES ( ...... _.4TORL LUMBER SPECIFICATIONS TC: 2x4 OF g18BTR BC: 2x4 OF g18BTR WEBS: 2x4 OF g18BTR TC LATERAL SUPPORT - 1210C. LION. BC LATERAL SUPPORT - 1210C. LION. NOTE 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 0.0' For hanger specs.. - See approved plans Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 46'- 4.5- LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-02-11 24-02-10 10-11-03 11-02-11 9-07-01 14-07-04 10-11-08 5-11-08 5-03-03 5-08-05 6-06108 6-04-12 6-00 4-10-04 5-08 12 12 4.00 M-W (S) a 4.00 M-4x6 M-�x4 M-4�c12 M x4 M-7x6 o M-3x R M-3x5 c0 N O O v�If 12 3 14 15 16 1710 o x4 M-3x8 P 25° M-2x4 0.25 M-3x4 M-2x4 M-3x4 0 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( 0) 46 2.11=( 0) 2399 11. 3=( 0) 180 8-16=( 0) 401 2- 3=(-2604) 0 11-12=( 0) 2396 3-12=( -602) 0 16- 9=(-777) 5 3- 4=(-1988) 0 12-13=( 0) 1681 12- 4=( O) 286 9.17=( 0) 185 4- 5=(-1831) 0 13-14=( 0) 380 12- 5=( -49) 284 5- 6=(-1630) 0 14-15=( 0) 380 5-13=( -610) 25 6- 7=( 0) 1889 15-16=(-482) 25 13- 6=( 0) 1436 7- 8=( 0) 1889 16-17=( 0) 466 14- 6=( O) 204 8- 9=( 0) 510 17-10=( 0) 470 6-15=(-2578) 0 9-10=( -520) 0 15- 7=( -525) 33 15- 8=(-1626) 0 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1211V -52/ 58H 3.50' 1.29 OF ( 625) 29'- 10.3' 0/ 2680V 0/ OH 3.50' 2.86 OF ( 625) 46'- 4.5' 0/ 368V 0/ OH 3.50' 0.39 OF ( 625) ERG @ 0'- 0.0' 1.29 OF/ 1.99 HF/ 1.90 SPF ERG @ 29'- 10.3' 2.86 DF/ 4.41 HF/ 4.20 SPF BRG @ 46'- 4.5' 0.39 OF/ 0.61 HF/ 0.58 SPF L L = M-5x5(S) L M-7x8(S)'L L L L L 5-09-12 4-10-04 6-06-08 6-03 6-04-12 6-03-08 4-08-08 r 5-06-04 L •1-06<PL:10-00-12 46-04-08 1PROVIDE FULL G 5 JOB NAME: 19 at Darby - A18 Scale:0.1190 Truss: I It DES. BY: LA DATE: 5/1/2014 SEQ.: 5914634 TRANS ID: 397658 WARNINGS: 1. Builder and erection contractor should be advised atoll General Notes and Warnings before construction commences. 2. 2.4 compression web bracing must be Installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 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 TPINVTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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). 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. S. 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. to. For basic connector plate design values see ESR-1311, ESR-1988 (M)Tek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.115' @ 111- 3.0' Allowed = 0.981' MAX DL CREEP DEFL =-0.199' @ 11'- 3.0' Allowed = 1.471' MAX TL CREEP DEFL =-0.313' @ 11'- 3.0' Allowed = 1,471' RECOMMENDED CAMBER (BASED ON OIL DEFL)= 0.199- MAX HORIZ. LL DEFL = 0.024' @ 29'- 10.3' MAX HORIZ. TL DEFL = 0.052' @ 29'- 10.3- Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss Only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. s de repa OUR C r inj --TES , ....r, ATOR. t-, LUMBER SPECIFICATIONS TC: 2x4 OF N1&BTR; 2x6 OF SS T2 BC: 2x4 OF R1&BTR WEBS: 2x4 OF N1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12'OC. UON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED •• For hanger specs. - See approved plans Unbalanced live loads have been considered for this design.' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 46'- 4.5° LOAD DURATION INCREASE c 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)*DL( 15.0)= 15.0 PSF 20'- 10.0' TO 25'- 10.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GOF/Cq=1.00 1- 2=(-2866) 0 1-10=( 0) 2640 10- 2=( 0) 231 5-15=(-2258) 0 2- 3=(-2010) 0 10.11=( 0) 2637 2.11=(-862) 12 15. 6=( -148) 95 3. 4=(-3949) 0 11-13=( 0) 505 11- 3=(-184) 20 15- 7=(-1138) 0 4. 5=(-4123) 0 13-14=( 0) 456 11-12=( 0) 1534 7-16=( 0) 460 5. 6=( 0) 1155 14.15=( 0) 456 3.12=( 0) 2166 16- 8=( -996) 0 6. 7=( 0) 1157 15-16=(.471) 8 13.12=( 0) 233 B-17=( 0) 248 7- 8=( 0) 512 16-17=( 0) 630 12. 4=(-273) 68 8. 9=( -742) 34 17. 9=( 0) 634 12- 5=( 0) 3826 14- 5=( 0) 330 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1206V -651 65H 3.50' 1.29 OF ( 625) 29'- 10.3' 0/ 2606V 0/ OH 3.50' 2.78 OF ( 625) 46'- 4.5' 0/ 489V 0/ OH 3.50' 0.52 OF ( 625) BRG @ 0'- 0.0' 1.29 DF/ 1.98 HF/ 1.89 SPF BRG @ 29'- 10.3° 2.78 OF/ 4.29 HF/ 4.09 SPF BRG @ 46'- 4.5' 0.52 DF/ 0.80 HF/ 0.77 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.193' @ 20'- 8.2° Allowed = 0.981' MAX OL CREEP DEFL = .0.388° @ 20'- 8.2' Allowed = 1.471' MAX TL CREEP DEFL =-0.578' @ 20'- 8.2' Allowed = 1.471' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.388' MAX HORIZ. LL DEFL = 0.025' @ 46'- 1.0' MAX HORIZ. TL DEFL = 0.057' @ 46'- 1.0' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 13-11-03 18-09-10 13-07-11 7-03-12 6-02-08 7-02 5-03-08 3-10-08 3-03-08 6-02-08 7-00-04 12 12 4.00 �M-10x10 M-5x10 M-10x10 a 4.00 M-2x4 M-4x16 M-2x4 M-3x5 M-3x5 12 5-00 c IT o o 10 o < M-3x6 M-2x4 1 a.25a 13 14 15 16 M-3x5 M 3x5 0.25° M-3x4 17 9•• M-2x4 M-3x4 0 .L rL M-6x8(S) rL M-6x8(S) rL rL rl rL rL .� 7-02 6-02-08 7-05-08 5-00 4-00-04 3-07 6-00-12 6-10-08 <PL:10-00-12 •-2X6 INLET 46-04-08 1PROVIDE FULL BE I G•Jts 5 9 3)M-1.5X3 1(1R MUM- 1 0 7 t n n r h v _ A 10 ENDS TO BE RESTRAINED TO PREVENT ROTATION J ... - bcaie: u.1oue WARNINGS: GENERAL NOTES, unless otherwise noted: Al 9 1. Butand erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an Individual Truss: DES. BY : LA DATE: 5 / 1 / 201 4 and Warnings before construction commences. 2. 2.4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to Insure stability during construction is the responsibilityof the erector. Additional permanent bracing of P 0 theoverall structure is the responsibility of the building designer. building component. Applicability of design parameters end proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their ten th by continuous sheathing such as plywood sheathing(TC) andlor d= IfBC). 3. 2x Impact bridging or lateral bracing required where shown ++ /1 SEQ. : 5914635 TRANS I D : 397658 III I IIIII IIIII I III IIIII IIIII I II I III 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 then design loads be applied to any component, S.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 TPIIVJTCA in SCSI, copies of which will be famished upon request. MiTek USA, InC./COmpuTruS Software 7.6.6(1 L)-E 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 dralnage is Grovided. a. Plates shall be located on both feces of Wss, and placed so their center tinge coincide with Joint center lice. siccoIndicate size p plate cinches. 9. For basic 10. For basic connector plate design values see ESR-1311, ESR-1988 (MRek) s de repa OM a r in I1111IIIII III .., _TES ..,.,,, XTOR- t. , LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR BC: 2x4 OF #18BTR; 2x4 OF 210OF B1 WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT - 1210C. UON. BC LATERAL SUPPORT - 1210C. UON. NOTE: 2x4 BRACING AT 12'OC MON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series �.T7Lrr' TRUSS SPAN 46'- 4.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.'0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 20'- 10.0' TO 25'- 10.0' V ADDL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 5'- 0.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-2465) 0 1- 9=( -39) 2197 10- 2=( -540) 29 16- 6=(-646) 64 2- 3=(•2299) 0 9-10=(-294) 2144 2-11=( -324) 261 16. 7=(•740) 614 3- 4=(-3780) 0 10-11=(-287) 2158 11- 3=( -151) 185 7-17=(-739) 124 4- 5=(-3927) 0 11-13=(-238) 1070 11-12=( -318) 965 5- 6=( -148) 916 13-14=(-277) 1029 3-12=( 0) 1948 6- 7=( -577) 1010 14-15=(-344) 967 13-12=( 0) 176 7- 8=( -538) 543 15-16=( 0) 967 12- 4=( -398) 45 16.17=(•230) 0 12. 5=( 0) 3017 17- 8=(-432) 482 14- 5=( 0) 314 5-16=(-2316) 0 BEARING MAX VERT MAX HORZ BAG REQUIRED BAG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0: 0/ 1068V -68/ 2433H 63.50' 1.14 OF ( 625) 5'- 3.50/ 615V .477/ 2306H 63.50' 0.66 OF ( 625) 29'- 8.5' .31 106V -344/ 151H 2O0.00' 0.11 OF ( 625) 32'- 5.0 0/ 2314V .20551 264H 2O0.00' 2.47 OF ( 625) 39'• 1.8' 51/ 832V -5041 437H 2O0.00' 0.89 OF ( 625) 46'- 4. 5. -74/ 377V -691/ 681H 2O0.00' 0.40 OF ( 625) BAG @ 0'- 0.0' 1.14 DF/ 1.76 HF/ 1.68 SPF BAG @ 5'- 3.5' 0.66 OF/ 1.01 HF/ 0.97 SPF BAG @ 29'- 8.5' 0.11 DF/ 0.17 HF/ 0.17 SPF BAG @ 32'- 5.0' 2.47 OF/ 3.81 HF/ 3.63 SPF BAG @ 39'• 1.8' 0.89 DF/ 1.37 HF/ 1.30 SPF BAG @ 46'- 4.5' 0.40 DF/ 0.62 HF/ 0.59 SPF 14-07-11 17-04-10 If 14-04-03 7-04 6-10-12 6-05-08 5-03-08 6-05-08 6-06-12 7-04-08 12 12 4.00 17- fe 7�0 M-4x10 s)!Avr a 4.00 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.208' @ 20'- 8.2' Allowed = 0.814' MAX DL CREEP DEFL n-0.411' @ 20'- 8.2' Allowed = 1.221' MAX TL CREEP DEFL =-0.619' @ 20'- 8.2' Allowed = 1.221' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.411' MAX HORIZ. LL DEFL = 0.027' @ 32'- 5.0' MAX HORIZ. TL DEFL = 0.061' @ 32'- 5.0' COND. : 2600.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. < M-3x5 M-s4 xb V•40 M-:sxb M-Jxo V.cu M-LX M-5x8(S) M-502(S) M-3x4 L 5-03-08 1-10-12 6-10-12 6.09 5-00 3-10-08 2-10-06 6-06-12 7-02-12 L <PL:10-00-12 •-2X6 INLET 46-04-08 3)M-i.5X3 J 0 B NAME: 19 at Darby - A2 0 ENDS TO BE RESTRAINED TO PREVENT ROTATION Truss: ACM 1 DES. BY: LA DATE: 5/1/2014 SEQ.: 5914636 TRANS ID: 397658 Scale: 0.1457 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters end proper 2. 2x4 compression web bracing must be installed where shown *. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector. Additional permanent bracing of P ty P 9 2' end at 10'hin respectively unless braced throughout their length by the overall structure is the responsibility of the building designer. continuous continuous sheathing such las bracing where s and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown + - required 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. fasteners are complete and at nouns, 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. end are for 'dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes foil bearing at all supports shown. Shim or wedge if 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 TPINVECA In BCSI, copies of which will be furnished upon request. 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. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) N O O O s de repa Din C, r inj _TES _.,.r ATOF1_ %-, LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR BC: 2x4 OF #1&8TR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 12.00. UON. BC LATERAL SUPPORT <= 12'OC. UON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED For hanger specs. - See approved plans M-3x5 where shown; Jts:1,3,8,10,14.15 Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 16-07-11 5-03-08 5-06-08 12 TRUSS SPAN 46'- 4.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 20'- 10.0' TO 25'. 10.0- V ADDL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 5'- 0.0' V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY CDC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-04-10 5-04-12 4-03-12 5-07 4-03-12 5-04 rl n..a LI_Ava M-5x8(S) M-5x8(S) 5-01-12 5-04-12 5-06-08 <PL:10-00-12 JOB NAME: 19 at Darby - A21 Truss: DES. BY: LA DATE: 5/1/2014 SEQ.: 5914637 TRANS ID: 397658 4-09 5-00 4-00-12 *-2X6 INLET 46-04-08 PROVIDE FULL BE/ 3)M-1.5X3 ENDS TO BE RESTRAINED TO PREVENT ROTATION 8-03 CBC2013/IBC2012 MAX MEMBER FORCES 4WRIGDF/Cq=1.o0 1- 2=( 0) 2096 1.11=(-1898) . 0 11. 2=(-2339) 0 16. 8=(-866) 10 2. 3=(-1077) 0. 11-12=(-1767) 0 2-12=( 0) 2830 8-17=( 0) 471 3- 4=(-1574) 0 12-13=( 0) 1015 12- 3=( -866) 0 17- 9=(-387) 58 4- 5=(-1436) 0 13-14=( 0) 1643 3-13=( 0) 548 5. 6=(-1642) 0 14-15=( 0) 1642 13- 4=( 0) 167 6. 7=(-1168) 0 15-16=( 0) 1634 13. 5=( -361) 0 7. 8=(-1224) 0 16.17=( 0) 1693 5.14=( -17) 121 8- 9=(-2073) 0 17-10=( 0) 2204 IS- 6=( 0) 363 9-10=(-2412) 0 6-16=(-1068) 0 16- 7=( -123) 273 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -486/ OV -78/ 78H 3.50' 0.00 OF ( 625) 5'- 1.7' 0/ 2478V 0/ OH 3.50' 2.39 OF ( 625) 29'- 10.8' 0/ 1333V 0/ OH 3.50' 1.42 OF ( 625) 46'- 4.5' 0/ 1063V 0/ OH 3.50' 1.13 OF ( 625) BRG @ 0'- 0.0: 0.00 OF/ 0.00 HF/ 0.00 SPF BRG @ 5'- 1.72.39 OF/ 3.68 HF/ 3.51 SPF BRG @ 29'- 10.8' 1.42 DF/ 2.19 HF/ 2.09 SPF BRG @ 46'- 4.5' 1.13 DF/ 1.75 HF/ 1.67 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.191' @ 20'- 8.2' Allowed = 0.814' MAX OL CREEP DEFL =-0.429' @ 20'- 8.2' Allowed = 1,221' MAX TL CREEP DEFL =-0.576' @ 20'- 8.2' Allowed = 1.221' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.429' MAX HORIZ. LL DEFL = 0.022' @ 46'- 1.0' MAX HORIZ. TL DEFL = 0.051' @ 46'- 1.0' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 16-04-03 Design checked for a 300 lb concentrated top chord 5-00-08 5-06-12 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 8-02-12 Scale: 0.1502 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Bullder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameter: and proper 2. 2x4 compression web bracing must be Installed where shown +. incorporation of component Is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is Me responsibility of the erector. Additional permanent bracing of 2' o.c. end at 10' o.c. respectively unless braced tivoughout their lengthby drywall(BC). the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) end/or 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. 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. 5. CompuTrus has no control over and assumes no responsibility for Ore 6. Design assumes full bearing at all supports shown. Shim or wedge if 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 shell be located on both faces of truss, and placed so their center TPINyTCA In SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate in Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311. ESR-1988 (MiTek) N O O O ESR Ggpi/14 s de repa om C r in -TES h r... ;ATOR. 1.r.1 LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR BC: 2x4 OF #18BTR WEBS: 2x4 OF #16BTR TC LATERAL SUPPORT <= 12.0C. MON. BC LATERAL SUPPORT <= 1210C. MON. NOTE: 2x4 BRACING AT 24'OC LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED For hanger specs. - See approved plans Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 46'- 4.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 20'- 10.0- TO 25'- 10.0' V ADDL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 5'- 0.0' V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. CBC20131IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 1662 1.11=(-1489) 0 11. 2=(-2138) 0 16- 8=(-844) 22 2. 3=(-1373) 0 11-12=(-1369) 0 2-12=( 0) 2667 8-17=( 0) 578 3- 4=(-1555) 0 12.13=( O) 1271 12- 3=( -660) 0 17- 9=(-439) 60 4- 5=(-1403) 0 13-14=( 0) 1396 3-13=( 0) 299 5. 6=(-1394) 0 14-15=( 0) 1394 13- 4=( 0) 160 6. 7=(-1315) 0 15-16=( 0) 1062 13- 5=( -145) 68 7- 8=(-1049) 0 16-17=( 0) 1391 5-14=( -101) 71 8. 9=(-1918) 0 17.10=( 0) 2054 6.15=( -529) 10 9.10=(-2255) 0 15. 7=( 0) 884 7-16=( -784) 0 BEARING MAX VERT MAX HORZ BRG REOUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -344/ OV -88/ 88H 3.50' 0.00 OF ( 625) 5'- 1.7' 0/ 2276V 0/ OH 3.50' 2.19 OF ( 625) 29'- 10.3' 0/ 1392V 0/ OH 3.50' 1.48 OF ( 625) 46'- 4.5' 0/ 1018V 0/ OH 3.50' 1.09 OF ( 625) BRG @ 0'- 0.0: 0.00 DF/ 0.00 HF/ 0.00 SPF BRG @ 5'- 1.72.19 OF/ 3.38 HF/ 3.22 SPF BRG @ 29'- 10.3' 1.48 DF/ 2.29 HF/ 2.18 SPF BRG @ 46'- 4.5' 1.09 DF/ 1.68 HF/ 1.60 SPF 18-07-11 9-04-10 18-04-03 5-03-08 6-06-08 6-04-12 2-03-12 5-05-04 2-0518 5-09-11 5-09-11 6-03-14 12 12 4.0017 M-4x6 M-4x6 M-3x6 M-7x6 v 4.00 6 M-3x5 M-3x5 co o 3 r` I M 2x4 o M-5x6 o 5-00 N O � o 11 •M-3x4 2 13 14 15 16 17 1D' 0 o < M-2x4 b•25° M-3x8 M-3x5 M-5X7 0.25 M-3x4 M-3x5 O M-7x6(S) M-2x4+ = M-5x5(S) M-2x4+ M-2x4+ 15-01-12 6-04-12 6-06-08 2-09 5-01-12 3-10-08r 8-00 8-06-04 L <PL:10-00-12 46-04-08 JOB NAME: 19 at Darby - A22 Scale: 0.1377 Truss: /'%C. 1 DES. BY: LA DATE: 5/1/2014 SEQ.: 5914638 TRANS ID: 397658 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes end Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown +. 3. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 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 then 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 TPIAIVTCA In BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an Individual building component Applicability of design parameters end pro er Incorporation of component is the responsibility of the building Sesigner. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their ten99th by continuous sheathing such as plywood sheathing(TC) and/or drywail(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-conosive environment, and are for -dry condition' of use. 6. Design assumes full bearing at ail supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 9. 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. to. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.169' @ 20'- 8.2' Allowed = 0.814' MAX DL CREEP DEFL =-0.379' @ 20'- 8.2' Allowed = 1.221' MAX TL CREEP DEFL = .0.510' @ 20'- 8.2' Allowed = 1.221' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.379' MAX HORIZ. LL DEFL = 0.019' @ 46'- 1.0' MAX HORIZ. TL DEFL = 0.044' @ 46'- 1.0' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir.), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. '.s de ' lrepa - Oln C r in uan It t tt I�I _.. tTES ..._.._.;ATOR_ __, LUMBER SPECIFICATIONS TC: 2x4 OF N18BTR; 2x6 OF SS T5 BC: 2x6 OF SS WEBS: 2x4 OF g18BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,Ml8HS,M16 = MiTek MT series 0 O O� o < 20-00-03 10-06-06 9-05-13 TRUSS SPAN 46'- 4.5' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0. O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF i DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 20'- 10.0- TO 25'- 10.0- V ADDL: TC UNIF LL+DL= 150.0 PLF 34'- 8.0' TO 46'- 4.5' I ADDL: TC UNIF LL+DL= 302.0 PLF 38'- 6.0' TO 46'- 4.5' V ADDL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 5'- 0.0' V ADDL: TC CONC LL+OL= 547.0 LBS @ 42'- 6.5' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1 5-00-12 I 44-09-1-1-3�(1 5-01-12 -� 4-06-15 0-11.04 1 '( f 4.00 � 12 M-4x6 M-4x6 M-3x5 IMM-U5(S) -3x83 \ M-2x4_ 3x7 4-3x10 6-07-10 6-07-05 5-07 0 M- F_ 5-00u" 19-08-11 7-05 12-03-15 3-02-07 4-00-09 2-02-01 0�3-10�(��j05�3-02-09 47# 12 M-4x6 a 4.00 M-3x4 0.25" M-2x4 M-3x6 M-7x8(S) M-4x8 M-3x6 M-2x4 M-4x5 M-2x4 M-44 M-8x12(S) 1- 2= 2- 3= 3. 4= 4- 5= 5- 6= 6- 7= 7. 8= 8- 9= 9-10= 10-11= 11-12= 12-13= 13-14= - M-2x4 M-6x6 2X8 w 4 O M 2x4 0.25�3 M 3x7 M-4x14 0 M-8x14(S) 1 5-03-08 7-01-05 7-00-11 1-04-08 5-00 1-04 ZM9-083-10-13 3-10-13 3-05-13 5-01-02 r <PL:10-00-12 46-04-08 1PROVIDE FULL BEARING *Jts ' JOB NAME: 19 at Darby - A23 CBC2013/IBC2012 MAX MEMBER FORCES 4WRIGDF/Cq=1.00 0) 1616 1-15=(-1459) 0 2-15=( -442) 40 22-10=( 0) 119 0) 1643 15.16=( 0) 737 15. 3=(-2512) 0 10-23=( 0) 2937 .991) 0 16-17=( 0) 1067 3-16=( 0) 427 23.11=( -752) 14 .1011) 0 17-18=(' 0) 834 16- 4=( -296) 0 23.12=(-3016) 0 -920) 0 18-19=( 0) 816 4.17=( -215) 55 12-24=( 0) 784 -778) 0 19.20=( 0) 794 17. 5=( -194) 44 24-13=(-1893) 0 -476) 173 20.21=( -552) 295 17. 6=( 0) 952 -538) 182 21-22=( 0) 1189 6-18=( -940) 17 .269) 695 22-23=( 0) 1187 19- 7=( 0) 1140 -3367) 0 23-24=( 0) 5816 7.20=(-1964) 0 -3587) 0 24-14=( 0) 7541 8.20=( 0) 436 -6480) 0 20. 9=( 0) 1012 -8239) 0 9-21=(-1357) 0 21-10=(-1991) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -333/ OV -941 95H 3.50' 0.00 OF ( 625) 5'- 3.5' 0/ 2042V 0/ OH 3.50' 1.97 OF ( 625) 30'- 0.0' 0/ 2801V 01 OH 3.50" 2.70 OF ( 625) 46'- 4.5' 0/ 3657V 0/ OH 3.50- 3.90 OF ( 625) BRG @ 0'- 0.0' 0.00 DF/ 0.00 HF/ 0.00 SPF BRG @ 5'- 3.5' 1.97 DF/ 3.04 HF/ 2.89 SPF BRG @ 30'- 0.0' 2.70 DF/ 4.17 HF/ 3.97 SPF BRG @ 46'- 4.5' 3.90 DF/ 6.02 HF/ 5.74 SPF Scale: 0.1252 WARNINGS: GENERAL NOTES, unless otherwise noted: A23 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual T f U S S : and Warnings before construction commences. buildingcomponent.lbilUeresign parameters and proper 2. 2x4 compression web bracing must be Installed where shown +, componentApplicability Incorporationresponsibilityof the buildingdesigner. g 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: LA is the responsibility of the erector. Additional permanent bracing of 2' o.c. and et 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: S / 1 / 2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5914639 4. No Toed should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater then 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrostve environment, TRANS I D : 397658 design loads be applied to any component. for and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility the necessary. fabrication, handling, shipment and installation of components. 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 feces of truea. and placed so their center TPIANTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. III I II I IIIII IIIII 111111111111111 Jill Jill 9. Digits indicate size of plate in Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.111: @ 20'- 6.5' Allowed = 0.814' MAX DL CREEP DEFL =-0.381@ 20'- 6.5' Allowed = 1.221' MAX TL CREEP DEFL =-0.467' @ 20'- 6.5' Allowed = 1.221' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.381' MAX HORIZ. LL DEFL = 0.018' @ 46'- 1.0' MAX HORIZ. TL DEFL = 0.057' @ 46'- 1.0' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. rEXP. 61"4 s de repa Din c r in _...TES ..._..__ATOR_ ,--, LUMBER SPECIFICATIONS TC: 2x4 OF kl&BTR BC: 2x4 OF q1&BTR WEBS: 2x4 OF q1&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12.0C. UON. NOTE: 2x4 BRACING AT 24'OC UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ------------------------------------- ------------------------------------- Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek UT series ** For hanger specs. - See approved plans TRUSS SPAN 46'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 20'- 10.0- TO 25'- 10.0- V ADDL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 5'- 0.0' V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 22-00-03 2-07-10 22-00-03 12-06-06 9-05-13 -07-0 9-06-02 12-06-06 7-05-13 6-08-01 12 4.00 C�-_- r� o < M-3x6 M-3x5(S) %M- M-4x1 6-04-09 t 5-07 ' 6-04-09 6-08-01 7-05-13 M-4x6 M-4x6 M-4x8 4 §- Q 7M-4x6 12 a 4.00 M-3x5(S) 3x5 M-3x5 M-3x5 M-3x5 M-3x411 0.25° C-2.5x3.4 = M-5x5(S) C-2.5x3.4 C-2.5x3.4 L L L L 1 5-01-12 5-02-12 5-02-12 5-02-12 5-00 4-00-04 5-04 <PL:10-00-12 46-08 IPROVIDE FULL BEAR - JOB NAME: 19 at Darby - A24 M-4x8 M-3x5 0.25" = M-5x5(S) Truss: A24 DES. BY: LA DATE: 5/1/2014 SEQ.: 5914640 TRANS ID: 397658 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 2660 1-11=(-2413) 0 11- 2=(-3296) 0 17- 9=(-755) 26 2- 3=( -947) 0 11-12=( -295) 0 2-12=( 0) 1249 9-18=( 0) 228 3- 4=(-1574) 0 12-13=( 0) 1402 12. 3=( -962) 0 4- 5=(-1292) 0 13-14=( 0) 1308 3.13=( -64) 158 5- 6=(-1308) 0 14.15=( 0) 1308 13- 4=( -48) 219 6. 7=(-1319) 0 15.16=( 0) 1299 4-14=( -7) 145 7. 8=(-1217) 0 16-17=( 0) 1386 15- 7=( 0) 388 8- 9=(-1791) 0 17-18=( 0) 2226 7-16=( -720) 0 9-10=(-2469) 0 18-10=( 0) 2265 16- 8=( -838) 23 8-17=( 0) 557 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -602/ OV -103/ 103H 3.50' 0.00 OF ( 625) 5'- 1.7' 0/ 2574V O/ OH 3.50' 2.48 OF ( 625) 29'- 10.3' 0/ 1347V 0/ OH 3.50" 1.30 OF ( 625) 46'- 8.0' 0/ 1075V 0/ OH 3.50' 1.15 OF ( 625) BRG @ 0'- 0.0' 0.00 DF/ 0.00 HF/ 0.00 SPF BRG @ 5'- 1.7' 2.48 OF/ 3.83 HF/ 3.65 SPF BRG @ 29'- 10.3' 1.30 DF/ 2.00 HF/ 1.91 SPF BRG @ 46'- 8.0' 1.15 DF/ 1.77 HF/ 1.69 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0:192' @ 20'- 8.2' Allowed = 0.814' MAX OL CREEP DEFL = •0.424' @ 20'- 8.2' Allowed = 1.221' MAX TL CREEP DEFL =-0.593' @ 20'- 8.2' Allowed = 1.221' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.424' MAX HORIZ. LL DEFL = 0.025' @ 46'- 4.5' MAX HORIZ. TL DEFL = 0.057' @ 46'- 4.5' -� Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, load factor=1.6Cat.2, Ezp.C, MWFRS(Dir), duration ' Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. to 0 18 o M-2x4 = M-4x4 0 5-04 6-01-12 Scale: 0.1357 WARNINGS: GENERAL NOTES, unfessotherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and Is for an Individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +- Incorporation of component Is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of continuous sheathing such respectively ywood sheathnless e g(TC) and/or dhout elryweil(BC).y the overall structure Is the responsibility of the building designer. 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. fasteners are complete and at no time should any loads greater than S. 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. 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at ell supports shown. Shim or wedge If 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 shell be located on both feces of truss, and placed so their center TPIM/TCA In BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate In Inches. MiTek USA, Inc./CoMpuTrus Software +7,6.6(1 L)-E 10. For basic connector plate design values see ESR•1311, ESR-1988 (MiTek) �.�ypl, `yam s de repa Om C r in vrnTES -o- vATORo tvu/ LUMBER SPECIFICATIONS TC: 2x6 OF SS; 2x4 OF g18BTR T1 BC: 2x6 OF SS WEBS: 2x4 OF g18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 1210C. LION. NOTE: 2x4 BRACING AT 24'OC JON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 38-04-00 MONO HIP SETBACK 8-00.00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 0'- 0.0' TO 8'- 0.0- V TC UNIF LL( 100.0)+DL( 85.0)= 185.0 PLF 8'- 0.0' TO 38'- 4.0' V BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'- 0.0- TO 38'- 4.0' V TC CONC LL( 373.3)+DL( 317.3)= 690.7 LES @ 8'- 0.0- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ( 3 ) complete trusses required. Join together 3 ply with 3'x.131 DIA GUN nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, 9' oc in 2 row(s) throughout 2x6 top chords, 9' oc in 2 row(s) throughout 2x6 bottom chords, 9' oc in 1 row(s) throughout 2x4 webs. 7-11-11 7-11-11 14-10-03 4-02 3-09-11 5-03 6-02-07 690.70H 12 4.00L--' M-4x10 M-3x7 M-3x4 9!I s 6 < IIM-3x8 7-02 L 1-06j<PL;10-00-12 M-3x12 JOB NAME: 19 at Darby - A25 30-04-05 66-04-03 COC201311SC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 45 2-10=( -387) 10527 3.10=( -63) 690 14- 8=( 0) 2388 2- 3=(-11190) 426 10-11=( -888) 16497 10- 4=( -12) 2007 8.15=(-10293) 654 3. 4=(-11574) 462 11.12=(-1053) 18006 10- 5=(-5892) 534 15- 9=( -504) 93 4. 5=(-10974) 447 12.13=( -960) 15747 5-11=( 0) 750 5- 6=(-16593) 918 13-14=( -960) 15747 11. 6=(-1515) 195 6- 7=(-17928) 1062 14-15=( -615) 9597 6.12=( -597) 159 7. 8=( -9906) 627 12- 7=( -81) 2322 8- 9=( -21) 33 13- 7=( 0) 312 7-14=(-6222) 378 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' .123/ 4084V -281 78H 3.50' 1.45 OF ( 625) 38'- 4.0' -269/ 4270V 0/ OH 3.50' 1.52 OF ( 625) BRG @ 0'- 0.0' 1.45 DF/ 2.24 HF/ 2.14 SPF BRG @ 38'- 4.0' 1.52 DF/ 2.34 HF/ 2.23 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.360' @ 19'- 5.1' Allowed = 1.258' MAX DL CREEP DEFL =-0.642' @ 19'- 5.1' Allowed = 1.888' MAX TL CREEP DEFL =-1.001' @ 19'- 5.1' Allowed = 1.888' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.642' MAX HORIZ. LL DEFL = 0.063' @ 38'- 0.5' MAX HORIZ. TL DEFL = 0.138' @ 38'- 0.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. = M-5x5(S) M-3x12 7 mpg 15-06-02 6-04-03 6-02-07 M-3x10 M-2x4 R a 11 012 13 14 15 .25s M-3x4 M-2x4 M-3x8 M-3x10 = M-8x8(S) 6-04-03 6-02-07 6-00-11 6-00-11 6-05-15 L 38-04 Scale: 0.2144 WARNINGS: GENERAL NOTES, unless otherwise noted: A253. 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and Is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper ' 2. 2x4 compression web bracing must be Installed where shown *. Incorporebon of component is the responsibility of the building designer. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: LA is the responsibility of the erector. Additional permanent bracing of gih by 2' o.inc. end et 10'hin in ly unless braced throughout dry drywall(® C). DATE: 5 / 1 / 2014 the overall is the responsibility of the building designer. such ativ sheathing such as plywood aired ere s and/or sl continuous Impact 3. Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing end should be a In 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5914641 fasteners are complete and at no time should any loads greater then S. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 397658 design loads be applied to any component, for and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility the necessary.Design fabrication, handling, shipment and installation of components. 7. assumes adequate drainage is provided. (i 6. This design is furnished subject to the (imitations at forth by 8. Phil. shell be located on both faces of truss, and placed so that, center TPIANfCA in BCSI, copies of which will be famished upon request. lines coincidewith joint center lines. IIIII II IIIII IIIII I I I I III I III II IIII 9. Digits Indicate size of plate to inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) I� 0 0 s de repa Oln c r in _,_TES r .......ATOR. t..A./ LUMBER SPECIFICATIONS TC: 2x4 OF p1&BTR BC: 2x4 OF p1&BTR WEBS: 2x4 OF q1&BTR TC LATERAL SUPPORT <= 1210C. UON. SC LATERAL SUPPORT <= 1210C. UON. NOTE: 2x4 BRACING AT 24'OC UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,I118HS,M16 = MiTek MT series rn 0 5-02-04 4-09-07 12 4.00 C--- 1.06 <11L:IU-UU- 9-05 AA-C.IA TRUSS SPAN 38'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+•DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 6-03-01 26-08-10 6-11-08 6-11-08 M-Sx8(S) MHS-5x14(S) MHS-5x14(S) JOB NAME: 19 at Darby - A26 Truss: rm%r.I DES. BY: LA DATE: 5/1/2014 SEQ.: 5914642 TRANS ID: 397658 7-01-04 6-11-08 6-11-08 38-04 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. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 TPIAVECA In SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( 0) 46 2.10=1 0) 4033 3-10=( -298) - 63 8-14=(-1661) 0 2. 3=(-4338) 0 10-11=( 0) 5100 10. 4=( 0) 807 14. 9=( -84) 11 3- 4=(-4045) 0 11-12=( 0) 4951 10- 5=(-1449) 4 4- 5=(-3785) 0 12-13=( 0) 3510 5-11=( -54) 163 5. 6=(.5102) 0 13-14=(-2) 482 11- 6=( -137) 344 6- 7=(.4951) 0 12. 6=( -554) 29 7- 8=(-3394) 0 12- 7=( 0) 1579 8- 9=( -35) 38 7-13=(-1227) 11 13- 8=( 0) 3203 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1804V -39/ 99H 3.50' 1.92 OF ( 625) 38'- 4.0' O/ 1687V 0/ ON 3.50' 1.80 OF ( 625) BRG @ 0'- 0.0' 1.92 DF/ 2.97 HF/ 2.83 SPF BRG @ 38'- 4.0' 1.80 DF/ 2.78 HF/ 2.65 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.370' @ 16'- 6.2' Allowed = 1.258' MAX DL CREEP DEFL =-0.664' @ 16'- 6.2' Allowed = 1.887' MAX TL CREEP DEFL =-1.033' @ 16'- 6.2' Allowed = 1.887' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.664' MAX HORIZ. LL DEFL = 0.079' @ 38'- 0.5' MAX HORIZ. TL DEFL = 0.172' @ 38'- 0.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live'loads. 1-07-11 6-11-08 1-02-12 12 d 4.00 -RA _QvQ 2x4 v 0 0 7-10-12 Scale: 0.1734 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at f O' 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 bredng 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 an both faces of truss, end placed so their center lines coincide with joint center lines. 9. Digits Indicate size of plate in Inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) s de repa Oln c r in -TES rnona ATORo (vv) LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR; 2x4 OF 210OF T2 BC: 2x4 OF #18BTR WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT - 1210C. MON. BC LATERAL SUPPORT - 1210C. LION. NOTE: 2x4 BRACING AT 24'OC UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,Ml6 = MiTek MT series 11-11-11 11-11-11 6-04 5-07-11 12 4.00 C--- 1/ Avin L 6-02-04 5-02-12 1-06 <PL:10 00-12 JOB NAME: 19 at Darby - A27 TRUSS SPAN 38'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 22-08-10 9-07-01 7-04-10 8-01-01 M=3x5(S) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GOF/Cq=1.00 1- 2=( 0) 46 2- 9=( 0) 4053 9- 3=( 0) 178 7-13=( -61) 121 2. 3=(-4362) 0 9.10=( 0) 4051 3-10=( -525) 9 13. 8=( 0) 1684 3- 4=(-3796) 0 10-11=( 0) 4361 10. 4=( 0) 700 8-14=(-1680) 0 4- 5=(-3538) 0 11-12=( 0) 4366 10. 5=( -917) 21 5. 6=(-3601) 0 12.13=( 0) 3564 5-11=( 0) 269 6- 7=(-1238) 0 13.14=(-15) 63 5-12=( -847) 0 7- 8=(-1316) 0 12- 6=( 0) 552 6-13=(-2578) 0 BEARING MAX VERT ' MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1811V -48/ 109H 3.50' 1.93 OF ( 625) 38'- 4.0' O/ 1680V 0/ OH 3.50' 1.79 OF ( 625) BRG @ 0'- 0.0' 1.93 OF/ 2.98 HF/ 2.84 SPF BRG @ 38'- 4.0' 1.79 DF/ 2.77 HF/ 2.64 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.285' @ 12'- 0.0' Allowed = 1.258' MAX OL CREEP DEFL =-0.515' @ 19'- 6.1' Allowed = 1.887' MAX TL CREEP DEFL =-0.798' @ 19'- 4.3' Allowed = 1.887' RECOMMENDED CALIBER (BASED ON OL DEFL)= 0.515- MAX HORIZ. LL DEFL = 0.083' @ 38'- 2.2' MAX HORIZ. TL DEFL = 0.181' @ 38'- 2.2' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 3-07-11 which is non -concurrent with other live loads. 13-01-04 3-08 7-07-13 3-02-12 If 12 a 4.00 te_ A..a MHS-5x14(S) M-2x4 8-01-01 7-07-13 38-04 8-01-01 Scale: 0.1741 ' WARNINGS: GENERAL NOTES, unless otherwise noted: 7 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes Me top and bottom chords to be laterally braced at DES. BY: LA is the responsibility of the erector. Additional permanent bracing of 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). DATE • 5 / 1 / 2014 the overall structure is the responsibility of the building designer. 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. SEQ. : 5914643 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, TRANSI D : 397658 design loads be applied to any component. and are for -dry condition' of use. 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. fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage Is provided. 6. This design Is furnished subject to the limitations set forth by a. 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 lines. III I II I II II III I I III I III IIIII ( IIII 9. Digits indicate size alateate In Inches. MiTek U$A, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector pplate design values see ESR-1311, ESR-1988 (MTek) 3-01 -4x5 14 s de repa DM C r in -TES , .,...-ATOR. % .r./ LUMBER SPECIFICATIONS TC: 2x4 OF qt&BTR BC: 2x4 OF H1&BTR WEBS: 2x4 OF H1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12'OC. MON. ------------------------------------- NOTE: 2x4 BRACING AT 24'OC MON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix designators: C,CN,Cl8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 38'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-4371) 0 1- 8=( 0) 4063 8- 2=( 0) 234 11- 6=( 0) 1738 2- 3=(-3539) 0 8. 9=( 0) 4060 2- 9=(-810) 15 6.12=( -872) 0 3- 4=(-3273) 0 9-10=( 0) 3656 9- 3=( 0) 634 12- 7=( 0) 1834 4- 5=(-3639) 0 10-11=( 0) 3143 9- 4=(-462) 34 7-13=(-1654) 0 5. 6=(-3114) 0 11.12=( 0) 1676 4.10=(-258) 39 6. 7=(-1744) 0 12.13=(-15) 62 10- 5=( 0) 603 5-11=(-884) 20 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1693V -57/ 112H 3.50' 1.81 OF ( 625) 38'- 4.0' 0/ 1680V 0/ OH 3.50' 1.79 OF ( 625) BRG @ 0'- 0.0' 1.81 DF/ 2.79 HF/ 2.66 SPF BRG @ 38'- 4.0' 1.79 DF/ 2.77 HF/ 2.64 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.240' @ 14'- 0.0' Allowed = 1.258' MAX OL CREEP DEFL =-0.424' @ 14'- 0.0' Allowed = 1.887' MAX TL CREEP DEFL =-0.661' @ 14'- 0.0' Allowed = 1.887' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.424' MAX HORIZ. LL DEFL = 0.064' @ 38'- 2.2' MAX HORIZ. TL DEFL = 0.140' @ 38'- 2.2' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 13-11-11 18-08-10 5-07-11 6-10-06 7-01-05 5-10-14 6-07-05 6-07-05 5-02-12 12 12 4.00 C--- 4 4.00 AA A..An AA_7v,R 6-08-10 6-08-06 :10-00-12 JOB NAME: 19 at Darby - A28 M-5x8(S) M-6x8(S) 6-09-01 38-04 6-07-05 6-07-05 Scale: 0.1819 ff WARNINGS: GENERAL NOTES, unless otherwise noted: 83. 1. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and Is for an Individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. Incorporation of component is the responsibility of the building designer. Additional temporary bracing to Insure stability during consWction 2. Design assumes the top and bottom chords to be laterally braced et DES. BY : LA is the responsibility of the erector. Additional permanent bracing of P tY P 9 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC) and/or drywall(Be). DATE 5 / 1 / 2014 the overall structure is the responsibility of the buildng designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No toad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. C /� S LQ . : 5914644 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 : 397658 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full Dearing at ell supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is proWded. 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 TPIIWTCA in SCSI, copies of which will be furnished upon request. linesDigit coincide with joint center lines. III IIII I IIIII IIIII IIIII IIIII III I IIII IIII 9. Digits indicatei MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E onsize palate sInches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 4-11-04 L -4x5 0 0 3 s de repa Off C r it ..TES .., ...-ATOR- ,. , LUMBER SPECIFICATIONS TC: 2x4 OF q1&BTR BC: 2x4 OF N1&BTR WEBS: 2x4 OF N1&BTR TC LATERAL SUPPORT - 1210C. UON. BC LATERAL SUPPORT - 1210C. LION. NOTE: 20 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 15-02-03 5-06-03 4-06-11 12 4.00 C--- < M-3x5 M-2x4 -2M-6x6(S) M-5x6(S) L 5-04-07 4-04-15 4-10-03 8-08-08 8-08-08 6-03-08 L <PL:10-00-12 38-04 TRUSS SPAN 38'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADOL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 5'- 0.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-08-07 AA_AvA 16-03-10 5-08-08 5-08-08 5-08-08 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-1343) 2237 1. 9=(-1448) 629 9- 2=(-2015) 0 6-13=(-1007) 209 2- 3=(-1719) 627 9-10=(-1409) 682 2-10=( -8) 2187. 7.13=( -47) 168 3- 4=(.1864) 106 10.11=( -792) 1867 10- 3=( -840) 27 13- 8=( -36) 1552 4. 5=(.1723) 0 11.12=( -682) 2649 3.11=( -260) 808 8-14=(-1363) 0 5. 6=(-2261) 0 12.13=(-1093) 2982 11- 4=( -116) 337 6- 7=(-1446) 0 13.14=(-2673) 2714 11. 5=( -873) 282 7- 8=(-1582) 0 5.12=( -356) 398 12- 6=( -301) 495 BEARING MAX VERT MAX HORZ BRG REOUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -618/ 534V -2700/ 2700H 63.50' 0.57 OF ( 625) . 5'- 4.4' 0/ 2142V 0/ OH 0.00' 0.00 OF ( 625) 38'- 4.0' 0/ 1397V -2700/ 2700H 3.50' 1.49 OF ( 625) BRG @ 0'- 0.0' 0.57 OF/ 0.88 HF/ 0.84 SPF BRG @ 5'- 4.4' 2.29 DF/ 3.53 HF/ 3.36 SPF BRG @ 38'- 4.0' 1.49 DF/ 2.30 HF/ 2.19 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.084' @ 20'- 5.7' Allowed = 1.089' MAX OL CREEP DEFL =-0.165' @ 15'- 2.5' Allowed = 1.634: MAX TL CREEP DEFL =-0.234' @ 20'- 5.7' Allowed = 1.634 RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.178' MAX HORIZ. LL DEFL = 0.060' @ 5'- 4.4' MAX HORIZ. TL DEFL =-0.089' @ 5'- 4.4' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 6-10-03 in the plane of the truss only. �( Design checked for a 300 lb concentrated top chord 6-05-04 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 AA_A vR a 4.00 JOB NAME: 19 at Darby - A29 Truss: C. o DES. BY: LA DATE: 5/1/2014 SEQ.: 5914645 TRANS ID: 397658 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. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 then 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 TPIANfCA In BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E Scale: 0.1794 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters end proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 1(Y o.c. respectively unless braced throughout thelr lenggth 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 noncorrosive 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 races of truss, and placed so their center lines coincide with joint center lines. 9. Digits Indicate size of plate In Inches. 10. For basic connector plate design values see ESR-1311, ESRA 988 (MiTek) 3x6 7 O O J O s de. repa )m c, - inj _...TES 1...... .,AMR - LUMBER SPECIFICATIONS TC: 2x4 OF tl18BTR BC: 2x4 OF H18BTR WEBS: 2x4 OF 1Y18BTR TC LATERAL SUPPORT <= 12'OC. MON. BC LATERAL SUPPORT <= 12'OC. MON. NOTE: 2x4 BRACING AT 24'OC UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED For hanger specs. - See approved plans Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,Ml6 = MiTek MT series 17-02-03 5-03-08 5-09-12 12 4.00 C--- TRUSS SPAN 38'. 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADOL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 5'- 0.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12-03-10 5-08 6-06-12 6-06-12 M-4x6 M 4xA CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( .19) 731 1. 9=(-615) '0 9- 2=(-1880) 0 6-13=( 0) 223 2- 3=(-1789) 09-10=(-510) 0 2-10=( 0) 2244 13- 7=( 0) 581 3- 4=(-1993) 0 10.11=( 0) 1649 10- 3=( -608) 11 7.14=(-1718) 0 4- 5=(-1829) 0 11-12=( 0) 2115 3-11=( 0) 233 14. 8=( -160) 23 5. 6=(-1561) 0 12.13=( 0) 2115 11- 4=( 0) 272 6- 7=(-1688) 0 13.14=( 0) 1158 11- 5=( -368) 15 7- 8=( -51) 84 12- 5=( 0) 210 5.13=( -713) 0 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -32/ 110V -71/ 125H 3.50' 0.12 OF ( 625) 5'- 1.7' 0/ 2008V 0/ OH 3.50' 1.93 OF ( 625) 38'- 4.0' 0/ 1431V 0/ OH 3.50' 1.53 OF ( 625) BRG @ 0'- 0.0' 0.12 DF/ 0.18 HF/ 0.17 SPF BRG @ 5'- 1.7' 1.93 DF/ 2.99 HF/ 2.85 SPF BRG @ 38'- 4.0' 1.53 DF/ 2.36 HF/ 2.25 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.088' @ 17'- 2.5' Allowed = 1.092' MAX DL.CREEP DEFL =-0.148' @ 17'- 2.5' Allowed = 1.637' MAX TL CREEP DEFL =-0.235' @ 17'- 2.5' Allowed = 1.637' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.189- MAX HORIZ. LL DEFL = 0.024' @ 38'- 0.5' MAX HORIZ. TL DEFL = 0.052' @ 38'- 0.5' Wind: 110 mph h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 8-10-03 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 4-02-10 4-02-10 which is non -concurrent with other live loads. 12 M-4x6 a 4.00 M-5x12(S) M-5x5(S) L 5-01-12 5-08 5-09-12 6-08-08 6-08-08 8-03-08 L <PL:10-00-12 38-04 JOB NAME: 19 at Darby - A30 Truss: DES. BY: LA DATE: 5/1/2014 SEQ.: 5914646 TRANS ID: 397658 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. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 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 TPIANTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E Scale: 0.1821 GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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). 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-corroalve 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. A. For basic connector plate design values see ESR-1311, ESR-11988 (MTek) 4 2x4 v 0 0 t7 y� �p �pJ94: s de repa OM C, r inj ..TES ,.,.,,....ATOR_ A,,,,r LUMBER SPECIFICATIONS TC: 2x4 OF H1&BTR BC: 2x4 OF q1&BTR WEBS: 2x4 OF ki&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. MON. NOTE: 2x4 BRACING AT 24'OC MON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED For hanger specs. - See approved plans M-3x5 where shown; Jts:2-3,7.8,10,12-13 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series GO O co u) O� O < TRUSS SPAN 38'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 5'- 0.0' V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -57) 284 1. 9=(.190) 5 9- 2=(-1229) 0 6-13=(.1546) 0 2- 3=(-1237) 0 9-10=(-133) 4 2.10=( 0) 1247 13- 7=( -657) 19 3-.4=( -944) 27 10-11=( 0) 1117 10- 3=( -251) 30 7-14=( 0) 212 4- 5=( -829) 31 11-12=( 0) 508 3-11=( -375) 35 14- 8=( -137) 24 5. 6=( 0) 114 12-13=(-114) 81 11- 4=( -80) 48 8.15=( -162) 66 6. 7=( 0) 638 13-14=(-115) 43 11- 5=( 0) 531 7- 8=( -33) 186 14.15=( -31) 29 5.12=(-1015) 0 12- 6=( 0) 1034 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 196V -80/ 135H 3.50" 0.21 OF ( 625) 51- 1.8' 0/ 1355V 0/ OH 3.50' 1.31 OF ( 625) 29'- 10.3' 0/ 1898V 0/ OH 3.50" 1.83 OF ( 625) 38'- 4.0' -42/ 187V 0/ OH 3.50" 0.20 OF ( 625) BRG @ 0'- 0.0' 0.21 DF/ 0.32 HF/ 0.31 SPF BRG @ 5'- 1.8' 1.31 DF/ 2.01 HF/ 1.92 SPF BRG @ 29'- 10.3' 1.83 DF/ 2.82 HF/ 2.69 SPF BRG @ 38'- 4.0' 0.20 DF/ 0.31 HF/ 0.29 SPF 19-02-03 8-03-10 10-10-03 9-08-06 9-05-13 8-03-05 10-10-08 5-03-08 6-09-1 6-08 4-06-12 4-10-04 5-09-02 4-04-10 . .,., 12 AA_dvR RA_ dv10 12 . ..,. M-5x8(S) r�rL L L 5-01-12 6-08 6-09-12 9-03-04 1-11-08 4-04-10 4-01-02 L <PL:10-00-12 38-04 1PROVIDE FULL BEAR ING:Jts:1.9.13.15 JOB NAME: 19 at Darby - A31 Truss: DES. BY: LA DATE: 5/1/2014 SEQ.: 5914647 TRANS ID: 397658 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. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component unhl 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 TPIANTCA in BCSI, copies of which will be famished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E Scale: 0.1694 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the lop and bottom chords to be laterally braced at 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). 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 connector plate design values see ESR-1311, ESR-1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.034' @ 19'- 2.5' Allowed = 0.814' MAX DL CREEP DEFL = .0.064' @ 19'- 2.5' Allowed = 1.221' MAX TL CREEP DEFL =-0.094' @ 19'- 2.5' Allowed = 1.221' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.113' MAX HORIZ. LL DEFL = 0.007' @ 29'- 10.3' MAX HORIZ. TL DEFL = 0.014' @ 29'- 10.3- Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. A4fffi� Thi gn F ad fi nput Lit b SPA- -BRI(. .... (OD') LUMBER SPECIFICATIONS TC: 2x4 OF H18BTR BC: 2x4 OF /l18BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT - 12'OC. UON. NOTE: 2x4 BRACING AT 24'OC UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ------------------------------------- Connector plate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M2bHS,M18HS, 16 = MiTek MT series **-FOR HANGER SPECIFICATIONS -SEE APPROVED PLANS 21-02-03 11-08-06 7-05-09 5-09 12 4.00 E--- M-3x5(S) TRUSS SPAN 46'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0. O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 5'- 0.0' V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LAD IS A MINIMUM OF 10 PSF. 4-03-10 9-05-13 4-03-05 7-02-13 5-08-08 9-06-02 7-03-01 M-4x12 M-8x10 M-3x53/ o M-3x7 o * 9 10 1 12 o < *M-3x4 M-2x4 M-3x4 b.25- M-3x4 = M-5x5(S) 1. 5-01-12 5-02-08 5-02-08 5-02-08 5-03-04 <PL:10-00-12 46-08 JOB NAME: 19 at Darby - A32 Truss: d DES. BY: EE DATE: 5/1/2014 SEQ.: 5914868 TRANS ID: 397687 M-2x4 M- kII1k1EN 21-02-03 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 58 2- 3= .966 629 9-10=� 47O; 627 2-10= -159) 0380 15-17= -748� 418 3- 4= -929) 68 10-11=( 0) 1011 10- 3=( -213) 0 7-16=( 0 248 5- 6= 500; 10112 12-68 13= -145) 583 11-14=( 3953 530 6- 7= 0) 228 13.14=(-144 84 12- 4=( -602) 17 7- 8= -707) 0 14-15=(-2933 29 12. 5=( 0) 871 15.16= 0 551 5-13= 0 151 16- 8= 0 604 5-14= -1691 0 14- 6=( -980) 21 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES SPECIES 0', 0.0' 01 167V -101/ 101H 3.50' 0.18 �F ( 625 5'- 1.7' 0/ 1301V 0/ OH 3.50' 1.25 DF 625 29'- 10.3' 0/ 2264V 0/ OH 3.50- 2.18 DF 625 46'- 8.0' 0/ 466V 0/ OH 3.50' 0.50 OF 625 BRG @ 0'- 0.0' 0.18 DF/ 0.28 HF/ 0.26 SPF BRG @ 5'- 1.7' 1.25 DF/ 1.93 HF/ 1.84 SPF BRG @ 29'--10.3' 2.18 DF/ 3.37 HF/ 3.21 SPF BRG @ 46'- 8.0' 0.50 DF/ 0.77 HF1 0.73 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.038' @ 21'- 2.5' Allowed = 0.814' MAX OL CREEP DEFL =-0.062' @ 21'. 2.5' Allowed = 1.221' MAX TL CREEP DEFL =-0.096' @ 21'- 2.5' Allowed = 1.221' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.155' MAX HORIZ. LL DEFL = 0.008' @ 46'- 4.5' MAX HORIZ. TL DEFL = 0.017' @ 46'- 4.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), oad duration factor=l.6 Truss designed for wind loads 11 -08-06 in the plane of the truss only. 6 04-10 6 10 01 Design checked for a 300 lb concentrated tap chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 a 4.00 M-3x5(S) -3x5 \\ M-3x5 M 16 0.25� M-2x4 M-3x4 0 = M-5x5(S) 5-04 6-01-12 5-04 Scale: 0.1483 WARNINGS: GENERAL NOTES, unless otherwise noted: i. 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 and Warnings before construction commences. building component. Applicabllity of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by is the responsibility of the erector. Additional permanent bracing of W tY Pe 9 continuous sheathing such as plywood sheathing(TC) and/or drywoll(BC). the overall sbucture is the responsibility of the building designer. 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. 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. 6. Design assumes full bearing at all supports shown. Shim or wedge If S.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. S. 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 TPInNrCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate in Inches. MiTek USA, Inc./CompuTrus Software +7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) "a Cows. 1111111111 Thi ign I ?d fi Input ut C SPA,co r-ABRIGmiuno (OD) LUMBER SPECIFICATIONS TC: 2x4 OF N18BTR BC: 2x4 OF N18BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. **-FOR HANGER SPECIFICATIONS -SEE APPROVED PLANS Connector plate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M26HS,MlBHS,M16 = MiTek M1 series 0 0 CO L2 0 TRUSS SPAN 46'- 8.0- LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 5'- 0.0' V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 23-00-11 13-06-14 9-05-13 8-01-01 7-03-05 12 4.00 C�-_- M-3x5(S) /=M--44xx M-3x7 5: // 0-06-10 0-06-05 9-06-02 6-11-13 1-Ill -08 6-11-13 M-4x12 M-8x12 23-00-11 13-06-14 7-03-05 M-3x5(S) M-4x4 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/CG=1.00 1- 2= 0 619 1. 9= -455 16 9- 2= .1710 0 6-15=( 0 671 2- 3= -1029� 37 9-10=� 0 823 2.10= 0 238 15- 7= •763 28 3- 4=( -931 81 10-11= 0 987 10- 3= -113� 83 7-16=( 0 264 5- 6=( 360� 8911 12-79 13=� 0 287 11-14= -5-7) 751 6. 7=(( 0� 226 13.14= 0jj) 289 12- 4= -621)) 4 7. 8= .650 0 14.15= .521) 36 12- 5= O� 700 15-16= 0 480 5.13= 0 140 16- 8= 0 541 5-14= -1623 0 14- 6= -959) 38 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES 01- 0.0' -2/ 176V -ill/ 111H 3.50- 0.19 OF ( 625; 5'- 1.7' 0/ 1289V 0/ OH 3.50' 1.24 OF 625 29'- 10.3' 0/ 2263V 0/ OH 3.50' 2.41 OF 625 46'- 8.0' 0/ 482V 0/ OH 3.50' 0.51 OF 625 BRG @ 0'- 0.0' 0.19 OF/ 0.29 HF/ 0.28 SPF BRG @ 5'• 1.7' 1.24 OF/ 1.92 HF/ 1.83 SPF BRG @ 29'- 10.3' 2.41 OF/ 3.73 HF/ 3.55 SPF BRG @ 46'- 8.0' 0.51 OF/ 0.79 HF/ 0.76 SPF 8-01-01 12 a 4.00 M-3x5 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.031' @ 15'- 3.9' Allowed = 0.814' MAX DL CREEP DEFL =-0.057' @ 15'- 3.9' Allowed = 1.221' MAX TL CREEP DEFL =-0.083' @ 15'- 3.9' Allowed = 1.221' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.203- MAX HORIZ. LL DEFL = 0.010' @ 46'- 4.5' MAX HORIZ. TL DEFL = 0.019' @ 46'- 4.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. t2 1 e 9 10 1 12 13 14 15 16 c < *M-3x4 M-2x6 M-3x4 K 25° = M-4x4 0.25 M-3x4 M-2x4 M-3x4 0 = M-5x5(S) M-2x4 = M-5x5(S) L 5-01-12 5-10 5-10 5-10 1.06-04 5-08-04 5-04 5-04 6-01-12 L <PL:10-00-12 46-08 1PROVIDE FULLG s e JOB NAME: 19 at Darby - A33 Truss: I DES. BY: EE DATE: 5/1/2014 SEQ.: 5914869 TRANS ID: 397687 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. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners am complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTres has no control over and assumes no responsibility for the fabrication, handling, shipment and Installation of components. S. This design is furnished subject to the limitations set forth by TPI/WfCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software +7.6.6(1L)-E Scale: 0.1483 GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(rC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of me respective contractor. S. Design assumes busses are to be used in a non -corrosive environment, and are for 'dry condition' of use. 6. Design assumes full bearing at at] supports shown. Shim or wedge If necessary. 7. Design assumes adequate drainage Is provided. 8. Plates shall be located on both faces ortruss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Thi Lgn I ed f mput ut t SPAico rABRILmi umo (OD) LUMBER SPECIFICATIONS TC: 2x4 OF N18BTR BC: 2x4 OF N18BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. LION. Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN C18,CN18 or no prefix) = CompuTrus, Inc M,M2aHS,M18HS,h116 = MiTek MT series **-FOR HANGER SPECIFICATIONS -SEE APPROVED PLANS TRUSS SPAN 46'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0 DL( 15.0)= 15.0 PSF 20'- 10.0' TO 25'- 10.0' V ADDL: BC UNI LL+DL= 1 .0 PLF 0'- 0.0' TO 5'- 0.0' V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. CBC2013/IBC2012 MA)559 )X MEMBER FORCES 4WR/GDF/Cq=1.00 (((( 3- 4=�•1625) 16360 ;O.;Z_�.1330) 1575 1?-13=1 ?531� 2910 18.16=( 750) 226 4- 5= •241 106 12.13=1( 0 1437 3-12= 181 64 6. 7= .14281 90 14.15=( 0) 1542 0 43514- 6=((�•1431� 250 8- 9= -2698f 0 16-19=� 0; 2478 16.14=( -682) 3680 14- 7=( -821 25 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES)))) 01- 0.0' •355/ OV -114/ 114H 3.50- 0.00 OF ( 625j 5'- 1.7' 0/ 2363V 0/ OH 3.50' 2.28 OF ( 625)) 29'- 10.3' 0/ 1303V 0/ OH 3.50' 1.39 OF 625 46'- 8.0' 0/ 1151V 0/ OH 3.50' 1.23 OF 625) BRG @ 0'- 0.0' 0.00 DF/ 0.00 HFI 0.00 SPF BRG @ 5'- 1.7' 2.28 DF/ 3.51 HF/ 3.35 SPF BRG @ 29'- 10.3' 1.39 DF/ 2.14 HF/ 2.04 SPF BRG @ 46'- 8.0' 1.23 DF/ 1.89 HF/ 1.80 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.201' @ 20'- 9.4' Allowed = 0.814' MAX DL CREEP DEFL =-0.444' @ 20'- 9.4' Allowed = 1.221' MAX TL CREEP DEFL =-0.599' @ 20'- 9.4' Allowed = 1.221' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.444' MAX HORIZ. LL DEFL = 0.024' @ 46'- 4.5' MAX ppHORIZ. TL DEFL = 0.055' @ 46'- 4.5' Wind: (AE 7-10 11mHeights), inclosed, Cat.2L Exp.C, MWFRS(bir), oad duration factor=1.6 11-11-06 11-04-10 11-04-10 11-11-06 Truss designed for wind loads in the plane of the truss only. 5-03-08 7-10-13 7-05-15 2-07-1 2-09-08 6-04-09 -08-01 7-05-13 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 12 12 which is non -concurrent with other live loads. 4.00 17 I I M-4x4 a 4.00 v 0 co M-5X7 1 c> * to o < *M-3x4 23-04 M-3x5(S) M- M-2x4 0.25" M-6x8(S) 5-01-12 7-09-01 <PL:10-00-12 JOB NAME: 19 at Darby - A34 Truss: DES. BY: EE DATE: 5/1/2014 SEQ.: 5914870 TRANS ID: 397687 23-04 M-3x6_ 5� M-3x10 M-3x5 M-3x5(S) o 3x5 0 M- + 5-00 co e to sT 12 13 14 15 16 o M-4X6 M-3x5 0.25 M-3x4 M-2x4 M-3x6 0 M-2x4+ = M-2x4+ M-5x5(S) 7-09-07 5-01-12 4-00-04 5-04 5-04 6-01-12 46-08 1PROVIDE 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. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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/WfCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software +7.6.6(1 L)-E Scale: 0.1483 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(rC) 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. 9. 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 connector plate design values see ESR-1311, ESR-1988 (MiTek) LUMBER SPECIFICATIONS TC: 2x4 OF A18BTR BC: 2x6 OF SS WEBS: 2x4 OF k18BTR TC LATERAL SUPPORT - 12'OC. UON. BC LATERAL SUPPORT - 12'OC. LION. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series S2 ) complete trusses required. oin together 2 ply with 3°x.131 CIA GUN nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, 9' oc in 2 row(s) throughout 2x6 bottom chords, 9' oc in 1 rows throughout 2x4 webs. 0 t; 0 o < TRUSS SPAN 21'- 6.0' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0' O.C. LOADING ADDL: TC UNIF LL( 20.0)+DL� 17.0)= 37.0 PLF 0'- 0.0 TO 21'- 6.0 V ADDL: TC UNIF LL( 20.0)+DL 17.0 = 37.0 PLF 0'- 0.0' TO 21'- 6.0' V ADDL: BC UNIF LL( 4.2)+DL 5.0 = 9.2 PLF 2'- 8.7' TO 19'- 8.7' V ADDL: BCUNIF LL+DL= 7.0 PLF 0'- 0.0' TO 21'- 6.0*.V ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 21'- 6.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. 80TTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10-09 10-09 6-00-06 4-08-10 4-08-10 12 M-4x5 a.00 r� 6-00-06 12 a a.00 Thi gn F ?d fi aput ut b SPAT -BRIG-na (JC) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cyy=1.00 1-2=(-2412) 716 1-6=(-1638 3562 2.6=(-540) 206 632 43-4=-5= -21 M 632 716 7-5='-1636 3564 �:q_ _540� 748 744 206 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES ((SPECIES 01- 0.0' -308/ 1021V -3870/ 3870H 3.50' 0.54 DF 625) 21'- 6.0' -307/ 1028V -3870/ 3870H 3.50' 0.55 OF 625) BRG @ 0'- 0.0' 0.54 DF/ 0.84 HF/ 0.80 SPF BRG @ 21'- 6.0' 0.55 DF/ 0.85 HF/ 0.81 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.043' @ 13'- 10.7' Allowed = 0.697' MAX DL CREEP DEFL =-0.065' @ 13'- 10.7' Allowed = 1.046' MAX TL CREEP DEFL =-0.093' @ 13'- 10.7' Allowed = 1.046' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.065' MAX HORIZ. LL DEFL = 0.015' @ 21'- 2.5' MAX HORIZ. TL DEFL = 0.024' @ 21'- 2.5' 0 80L-0-AT.71 Wind: 110 might h=15ft TCDL=10.2,BCDL=4.2, ASCE 7-10 (All Heights), inclosed, Cat.2, Exp.C, MWFRS(bir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. �( Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 7-07-04 6-03-08 7-07-04 I. I <PL:10-00-12 21-06 JOB NAME: 19 at Darby - A35 Truss: A 03% 5 DES. BY: EE DATE: 6/30/2014 SEQ.: 5983065 TRANS ID: 402538 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. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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. S. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1LYE Scale: 0.3015 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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). 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 connector plate design values see ESR4311, ESR-1988 (MiTek) LUMBER SPECIFICATIONS TC: 2x4 OF H1&BTR BC: 2x4 OF N1&BTR WEBS: 2x4 OF 111&BTR TC LATERAL SUPPORT - 12'OC. UON. BC LATERAL SUPPORT - 12'OC. UON. OVERHANGS: 19.1' 19.1' Connector plate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M26HS,M18HS,M16 = MiTek MT series a 0 a 5-09-06 12 4.00 0 1.06 <PL:10-00-12 7-05-04 JOB NAME: 19 at Darby - A36 TRUSS SPAN 21'- 6.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 21'- 6.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10-09 4-11-10 4-11-10 M-4x5 Thi gn F ?d fi nput ut b SPA..__ ...BRI(,.-.,,,, (01)r CBC2013/IBC2012)) MAX MEMBER 4WR/G 227111 ((DF/Cq=1.00 (((( ))FORCES 40 420) 677 3. 4=�-2105) 9- 6=10) 2211 4. 9=( 677 4. 5=(-2105) 0 9. 5=(-427) 45 5- 6=((-2402) 0 6- 7= 0) 46 BEARING MAX VERT MAX HORZ BRG REOUIRED BRIGLENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1168V .45/ 45H 3.50' 1.25 OF ( 625) 21'- 6.0' 0/ 1168V 0/ OH 3.50' 1.25 OF ( 625) BAG @ 0'- 0.0' 1.25 DF/ 1.92 HF/ 1.83 SPF BAG @ 21'- 6.0' 1.25 DF/ 1.92 HF/ 1.83 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.068' @ 10'- 9.0' Allowed = 0.697' MAX DL CREEP DEFL =-0.149' @ 7'- 5.3' Allowed = 1.046' MAX TL CREEP DEFL =-0.215' @ 7'- 5.3' Allowed = 1.046' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.149- MAX HORIZ. LL OEFL = 0.022' @ 21'- 2.5' MAX HORIZ. TL DEFL = 0.053' @ 21'- 2.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, _ All Heights), Enclosed Cat.2, Exp.C, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. 10-09 Design checked for a 300 lb concentrated top chord 5 09 O6 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 a 4.00 6-07-08 7-05-04 21-06 Scale: 0.2938 WARNINGS: GENERAL NOTES, unless otherwise noted: A 3 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and Is for an individual Truss: 6`3. and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown +. Incorporation of component is the responsibility of the building designer. DES. BY . E E Additional temporary bracing to Insure stability dudng construction to be tutu ry braced at 2. Design assumes the lop and bottom unlchoess braced 2' o.c. and et respectively unless braced throughout their length by is the responsibility of the erector. Additional permanent bracing of ea in in and/or drywall(BC). continuous sheathing such as plywood DATE • 5 / 1 / 2014 the overall structure Is me responsibility of the building designer. bridging or lateral bracing required where shown ++ 3. aired ere s Impactoftruss 4. No load should be applied to any component unlit after all bracing and should In 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5914872 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-conosive environment, TRANS I D : 397687 design bads be applied to any component. the and are for 'dry condition- of use. S. Design assumes full bearing at all supports shown. Shim or wedge if S. CompuTrus has no contml over and assumes no responsibility for necessary. fabrication, handling, shipment and Installation of components. 7, Design assumes adequate drainage is provided. B. 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 TPIANfCA in SCSI, copies of which will be furnished upon request lines coincide with Joint center lines. oincidIndicate (IIII IIIII II II IIIII IIII IIII IIIII III) IIII 9. Digits size of plate in Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 1-06 EXR GW4 S _ i, , -1' Thi gn j !d fi mput ut b SPAT r-ABRIC-evna (OD) LUMBER SPECIFICATIONS TC: 20 OF H18BTR BC: 2x4 OF g18BTR WEBS: 2x4 OF k18BTR TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT - 12'OC. LION. Staple or equal at non-structural vertical members (uon). Connector plate prefix designators: C,CN,CI8,CN18.lor no prefix) = CompuTrus, Inc M,M20HS,M18HS,hhl116 = MiTek MT series TRUSS SPAN 21'- 6.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 21'- 6.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, lAll Heights), Enclosed Cat.2, Exp.C, MWFRS(Dir), oad duration factor=l.6 Truss designed for wind loads in the plane of the truss only. EXCEPTION: FOR EXTERIOR STUD REFER TO COMPUTRUS STANDARD GABLE END DETAIL. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. Truss designed for 4x2 outlookers. 2x4 let -ins of the same size and grade as structural top chord. Insure tigght fit at each end of let -in. Outlookers must be cut with care and are permissible at inlet board areas only. Note:Truss design requires continuous bearing wall for entire span LION. 10-09 10-09 5-09-06 4-11-10 4-11-10 5-04-08 4.0017 M-4x5 a 4.00 n n^ = M-5x5(S) M-3x4 � M-3x4 7-05-04 1.06 <PL:10-00- JOB NAME: 19 at Darby - A37 6-07-08 21-06 GENERAL NOTES, unless otherwise noted: 7WARNINGS: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an Individual Truss: and Wamings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown +. incorporation of component Is the responsibility of the building designer. DES. BY: EE 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by is the responsibility of the a actor. AddBional pe manent brectng o! continuous sheathing such as plywood sheathing(TC) and/or drywall(SC). DATE: 5 / 1 / 2014 overall structure is the responsibility of the building designer. No 3. 2x Impact bridging or lateral bracng 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. SEQ. : 5914873 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, TRANS I D : 397687 design loads be applied to any component. and are for "dry condition" of use. 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. fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage is 8. This design is furnished truss, and placed so their center TPI WfCA in BCSI, copies of which will be fum she0 upon request. lines o ncide lines coincide with joint center lines. III III II IIIII I II I III IIIII IIIII I IIIII 9. size of plate in Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MITek) 9-00-06 1-06 �o 0 Thi !gn ) ed fi Input ut b SPAT r-ABRI(.-n. (OD/ LUMBER SPECIFICATIONS TC: 2x4 OF k18BTR BC: 2x4 OF N18BTR WEBS: 2x4 OF g18BTR TC LATERAL SUPPORT <= 12'OC. LON. BC LATERAL SUPPORT <= 1210C. LON. OVERHANGS: 19.1' 19.1' Staple or equal at non-structural vertical members (uon). Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS, 16 = MiTek MT series 1.06 <PL: 9-UU- JOB NAME: 19 at Darby - A38 Truss: ! DES. BY: EE DATE: 5/1/2014 SEQ.: 5914874 TRANS ID: 397687 5-06-12 5.06-12 12 4.00 C--- 6NIII-716Pa TRUSS SPAN 11'- 1.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M-4x5 11-01-08 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. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 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 fumished subject to the limitations set forth by TPI/WTCA In SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E 5-06-12 7-01-14 12 a 4.00 5-06-12 CBC2013IIBC2=(2 R FORCES j6D3=(0)12108 0)AX46EM2E6=(-771� 1368 2-3=((.936 290 6-4= -771 1368 3.4= -936) 290 4.5=( 0) 46 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES 01- 0.0' -11/ 604V -2002/ 2002H 3.50' 0.64 OF 625 11'- 1.5' -11/ 604V -2002/ 2002H 3.50° 0.64 DF 625 1 BRG @ 0'- 0.0' 0.64 DF/ 0.99 HF/ 0.95 SPF BRG @ 11'- 1.5' 0.64 DF/ 0.99 HF/ 0.95 SPF 1-06 Scale: 0.4205 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the lop and bottom chords to be laterally braced at Z o.c. and at 10' o.c. respectively unless braced throughout their length by conlinuous 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-corroshie 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 lNss, and placed so their center lines coincide with joint center lines. 9. Digits Indicate size of plate in Inches. . 10. Far basic connector plate design values see ESR-1371, ESR•1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.019' @ 5'- 6.8' Allowed = 0.351' MAX DL CREEP DEFL =-0.023' @ 5'- 6.8' Allowed = 0.527' MAX TL CREEP DEFL =-0.042' @ 5'- 6.8' Allowed = 0.527' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.031- MAX HORIZ. LL DEFL = 0.013' @ 10'- 10.0' MAX HORIZ. TL DEFL = 0.018' @ 10'- 10.0- 80 00 PLF SEISMIC 0 Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, All Heights), Enclosed Cat .2, Exp.C, MWFRS(Dir), oad duration factor=1.6 Truss designed for wind loads in the plane of the truss only. EXCEPTION: FOR EXTERIOR STUD REFER TO COMPUTRUS STANDARD GABLE END DETAIL. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. Truss designed for 42 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 areas only. co -Y O O wWes• •4 S/ //:-/y LUIIBER SPECIFICATIONS TC: 2x4 OF k18BTR BC: 2x4 OF H18BTR WEBS: 2x4 OF g18BTR TC LATERAL SUPPORT - 12'OC. UON. BC LATERAL SUPPORT - 1210C. UON. OVERHANGS: 19.1' 19.1' Connector pplate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS, 16 =MiTek M series co O CV O N N MtO O 12 4.00 17- 1.06 '<PL: 9-00-12 JOB NAME: 19 at Darby - A39 Truss: %N DES. BY: EE DATE: 5/1/2014 SEQ.: 5914875 TRANS ID: 397687 TRUSS SPAN ll'- 1.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-06-12 PRODAFN 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. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 then 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. S. This design is furnished subject to the limitations set forth by TPiAATCA In BCSI, copies of which will be fumished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E IIM-4x4 11-01-08 Thi Lgn I Bd f input vt In SPAica rABRILmivno (OD) CBC20131IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( 0� 46 2-6=(0) 662 6-3=(0) 218 2.3= -769 0 6.4=(0) 662 3-4= -769) 0 4-5=( 0) 46 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES 01- 0.0' -11/ 604V -22/ 22H 3.50' 0:64 OF ( 625` 11'- 1.5' -11/ 604V 0/ OH 3.50' 0.64 OF ( 625) BRG @ 0'- 0.0' 0.64 DF/ 0.99 HF/ 0.95 SPF BRG @ 11'- 1.5' 0.64 DF/ 0.99 HF/ 0.95 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.012' @ -1'- 6.6' Allowed = 0.106' MAX OL CREEP DEFL =-0.023' @ 5'- 6.8' Allowed = 0.527' MAX TL CREEP DEFL =-0.035' @ 5'- 6.8' Allowed = 0.527' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.031' MAX HORIZ. LL DEFL = 0.004' @ 10'- 10.0- MAX HORIZ. TL DEFL = 0.009' @ 10'- 10.0' Wind: 110 mphl h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 5-06-12 in the plane of the truss only. Design checked for a 300 lb concentrated top chord 12 live load per IBC 2012 due to maintenance workers a 4.00 which is non -concurrent with other live loads. 5-06-12 Scale: 0.4720 GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the lop and bottom chords to be laterally braced at 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). 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. S. Design assumes full bearing at all supports shown. Shim orwedge 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 connector plate design values see ESR-1311. ESR-1988 (MiTek) 1-06 to O O R/Vi Q1V!N;'� LUMBER SPECIFICATIONS TC: 2x4 OF H18BTR BC: 2x4 OF N18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. LION. Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN C18,CNlB (or no prefix) = CompuTrus, Inc M,M26HS,M18HS,M16 = MiTek MT series 0 N N 0 0 12 4.00 C--- TRUSS SPAN 11'- 1.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-06-12 IIM-4x4 <PL: 9-00-12 11-01-08 JOB NAME:'19 at Darby A40 Scale: 0.6618 WARNINGS: - GENERAL NOTES, unless otherwise noted: A4%J I. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. Incorporation of component is the responsibility of the building designer. DES. BY: E E 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by is the responsibility of the erector. Additlonel permanent bredng of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 5 / 1 / 2014 the overall structure Is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5914876 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 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used In a non -corrosive environment. o -7 TRANS I D : Q 9 68 7 design loads be applied to any component. for the and are for "dry condition" of use. 8. Design assumes full bearing at all supports shown. Shim or wedge if r , 5. CompuTrus has no control over and assumes no responsibility necessary. fabrication, handlin shipment and Installation of components. 0• P Po 7. Design assumes adequate drainage Is provided. S. This design is furnished subject to the limitations set forth by 8. Plates shall be located an both faces of truss, and placed so their center TPIM?CA In BCSI, copies of which will be furnished upon request. Tines coincide with Joint center lines. IIIII II II II II III I IIIII II I IIIII I IIIII 9. Digits Indicate size of plate to inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1 988 (MiTek) Thi Lgn I ed f Input lut t SPArco rABRIL. vita (OD/ Wind: 110 mph, h=15ft TCDL=10.2 BCDL=4.2, ASCE 7-10 lAll Heights), inclosed, Cat.2, Exp.C, MWFRS(bir), oad duration factor=1.6 Truss designed for wind loads in the plane of the truss only. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 5-06-12 12 d 4.00 N n ` 0 0 ThS Lgn I ed f Input iut t SPl.. __ ..kBRIT -..,- (OD, LUMBER SPECIFICATIONS TC: 2x4 OF g18BTR BC: 20 OF H18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. Connector plate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M26HS,M18HS,h116 = MiTek MT series a� 0 <PL: 9-00-12 JOB NAME: 19 at Darby - A41 t Truss: Adq DES. BY: EE DATE: 5/1/2014 SEQ.: 5914877 TRANS ID: 397687 TRUSS SPAN 10'- 10.5- LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+OL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-05-04 12 4.00 C--- WARNINGS: ' 1. Budder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 20 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 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 then 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. 8. This design Is furnished subject to the limitations set forth by TPIAWfCA In BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E I I M-4x4 10-10-08 Scale: 0.6995 GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(rC) and/or drywoll(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. S. 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 connector plate design values see ESR-1311. ESR-1988 (MiTek) 5-05-04 Wind: 110 mph, h=15ft TCDL=10.2,BCDL=4.2, ASCE 7.10 lAll Heights), inclosed Cat.2, Exp.C, MWFRS(bir), oad duration factor=l.6 Truss designed for wind loads in the plane of the truss only. Valley truss on continuous support. M-1x2 or equal typical at stud verticals. Refer to CompuTrus standard Valley Detail for complete specifications. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 a 4.00 v 0 =Voo 0 0 Th; Lgn I ed f Input ut t SPATES FABRICATORS (OD) LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR BC: 2x4 OF #1&BTR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. ------------------------------------- ------------------------------------- NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL -FLAT TOP CHORD AREAS -NOT -SHEATHED OVERHANGS: 19.1' 19.1' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix I = CompuTrus, Inc M,M20HS,MI8HS, 16 = MiTek M series 01 0 N C;tO O 11-.01-08 HIP SETBACK 4-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 0'- 0.0' TO 4'- 0.0' V TC UNIF LL( 60.0)+DL( 51.0)= 111.0 PLF 41- 0.0' TO 71- 1.5' V TC UNIF LLBC UNIF LLS 40.Oi+DL� 21.0`= 21,0 PLF 0'- 0.0' TO 11'. 1.5' V TC CONC LL( 80.0)+DLf 68.0`= 148.0 LES @ 7'- 1.5' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GOF/Cq=1.00 2. 3= -1806� 30 7- 8=�2. ` 0t673 7. 4= 1682 7- -135� 151 3- 4= -1682 29 8- 5=(0) 1683 4- 8=( 0 158 4- 5= .1808 27 5. 6= 0 46 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS. REACTIONS REACTIONS SIZE INCHES SPECIES 0.. 0.0° .36/ 849V -16/ 16H 3.50' 0.91 OF ( 625) 11'- 1.5' -36/ 849V - 0/ OH 3.50' 0.91 OF ( 625) BRG @ 0'- 0.0' 0.91 DF/ 1.40 HF/ 1.33 SPF ERG @ 11'- 1.5' 0.91 DF/ 1.40 HF/ 1.33 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.051' @ 7'- 1.5' Allowed = 0.351' MAX OIL CREEP DEFL =-0.083' @ 7'- 1.5' Allowed = 0.527' MAX TL CREEP DEFL =-0.133' @ 7'- 1.5' Allowed = 0.527' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.083' MAX HORIZ. LL DEFL = 0.010' @ 10'- 10.0' MAX HORIZ. TL DEFL = 0.022' @ 10'- 10.0' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), oad duration factor=1.6, . Truss designed for wind loads in the plane of the truss'only. 3-11-11 3-02-02 3-11-11 148 # 148# - Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 12 12 which is non -concurrent with other live loads. 4.00 C--- a 4.00 M-4x6 M-7x6 L ,L •L �, 3-06-12 4-01-12 3-05 L L L L 1-06 ,<PL:14-00-12 11-01-08 1-06 JOB NAME: 19 at Darby - A42 1 Truss: 10 DES. BY: EE DATE: 5/1/2014 SEQ.: 5914878 TRANS ID: 397687 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. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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/WTCA In BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software +7.6.6(1 L)-E Scale: 0.4690 GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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). 3. 2x Impact Dddging 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. S. Design assumes full bearing at all supports shown. Shim orwedge 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 connector plate design values see ESR-1311, ESR-1988 (MiTek) u•� 191 O Thi Lgn I ed f mput ut b SPATES FABRICATORS (OD) LUidBER SPECIFICATIONS TC: 2x4 OF H18BTR BC: 2x4 OF g18BTR WEBS: 2x4 OF g18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 1210C. UON. OVERHANGS: 0.0' 19.1' Connector plate prefix designators: C,CN C18,CN18 (or no prefix) = C6mpuTrus, Inc M,M26HS,M18HS,M16 = MiTek MT series m 0 v to 0 o < 2-07.11 TRUSS SPAN 20'- 8.0' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: TC CONC LL+DL= 1000.0 LBS @ 1'- 7.7' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10-04 2-11-03 4-09-02 12 4.00 C--- M-4x5 4-09-02 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 i- 2= -3754 0 1. 8= 0 3337 2. 8= -804 0 2. 3= .2991 0 8- 9= 0 2372 8- 3= 0) 731 3- 4= -2135 0 9-10= 0 1450 3- 9=(-619) 20 4- 5=(-1990� 0 10. 6=(0 2091 9. 4=( 0) 763 5. 6=(-2274 0 4-10= 0 551 6- 7=( 0) 46 10- 5= -408) 42 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES 0'- 0.5' 0/ 1845V .441 36H 3.50' 1.97 OF ( 625) 20'- 8.0' 0/ 1094V 0/ OH 3.50' 1.17 OF ( 625) BRG @ 0'- 0.5' 1.97 DF/ 3.04 HF/ 2.89 SPF BRG @ 20'- 8.0' 1.17 OF/ 1.80 HF/ 1.72 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.061' @ 13'- 6.1' Allowed = 0.668' MAX DL CREEP DEFL =-0.172' @ 7'- 1.9' Allowed = 1.002' MAX TL CREEP DEFL =-0.229' @ 7'- 1.9' Allowed = 1.002' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.172' MAX HORIZ. LL DEFL = 0.020' @ 20'- 4.5' MAX HORIZ. TL DEFL = 0.055' @ 20'- 4.5' Wind: 110 mph{ h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Oir), 10-04 load duration factor=l.6 Truss designed for wind loads 5-06-14 in the plane of the truss only. Design checked for a 300 lb concentrated top chord 12 live load per IBC 2012 due to maintenance workers a 4.00 which is non -concurrent with other live loads. 3-08-01 3-05-14 6-04-03 7-01-15 0-00-08 20-07-08 y I• ,6 <PL:10-00-12 20-08 1-06 JOB NAME: 19 at Darby - A43 Truss: /'X1 DES. BY: EE DATE: 5/1/2014 SEQ.: 5914879 TRANS ID: 397687 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. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bmcing of the overall structure Is the responsibility of the building designer. 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 then 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 TPIM?CA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E B1n• n anao GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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). 3. 2x Impact bridging or lateral bracing required where shown - - 4. Installation of truss i5 the responsibility of the respective contractor. S. 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 connector plate design values see ESR-1311. ESR-1988 (MiTek) r2 0 0 I W526 A21 •> A35 I W526 A21 -> AB I W524 - A22 -> A35 I W526 A22 •> A8 - 1 W524 A23 •> A35 I LL1526 A24 -> A35 - - I W524 A30->A35 I LU524 A31 -> A35 • I W524 A32 -> A35 I W524 A33 a A35 2 UJ524 A34 -> A35 - 3 LU524 AI6 JA_K5•>A9 ToUb LU524 = 14 LU524.2 = I PATES FABRICATORS Job Name: 19 at Darby Address: 19 at Darby La Quinta. CA 922.53 [� REVIEWED CI REVISE AND RESUBMIT U REJECTED UFURNISH ASCORRECTEO Corrections or comments made on the shop dr i, during the review do not relieve the contractor from the compliance with requirements of the dra ings nd specifications. This check Is only for review of eneral conformance_ with the design con a of the project and general compliance with the i D ma : n given in the contract documents. The ntra s responsible for confirming and come ng II quantities and dimensions, selecting a lio processes and techniques in construc c inating the work with that of all' the othe 1 ad d performing the work in a safe and sati nner. The structural integrity of the items iS t ese shop drawings are the , sole respq�r r y of the Contractor's Engmeer, riot ESI/F E. I uctural Engineers. D T:6, 2014 BY, RAM N R. WONG, II 00* S.E. 2345 41�( 1., ESI/FMF INC. ®j STRUCTURAL ENGINEERS - Designer: Jennifer Claire Project Manager: Marilyn Clardie Job #: M-3202 Plan / Elevation: IM -A I LU526 I LU524 A22 -> A35 I W526 A22 •> A3 I W524 A23 -> A35 I W526 A24 -> A35 1 W524 A30 ->A35 I LU524 A3I-> A35 I LU524 A32 -> A35 1 LU524 A33 •> A35 2 W524 A34 -> A35 3 LU524 A 16 JACKS-> A6 Tothb W524 = 14 LU524-2 - 1 • t PATES FABRICATORS L�f REVIEWED ❑REVISE AND RESUBMIT 0 REJECTED [I FURNISH AS CORRECTEQ? 11, Corrections or comments made on the shop dr ksn?� gs during the review do not relieve the contractwor ff+ the compliance with requirements of the drve rug specifications. This check is only for review off.9eneral conformance with the design coin of project and general compliance with the in ma ' n given in the contract documents: The rontrac o s responsible for .confirming and correg II quantities and i dimensions, selecting�a tro rocesses and techni ues in construt-ot� lnatin the work with that of all the othe t L�gd performing the work in (� a safe and sati aot nner. The structural integrity i of the item oWp. ese shop drawings are the sole res �ijy of the Contractor's Engineer, not ESI/F E, I vur,-lural Engineers. t D FE+�� 0014 BY r 00, RAM N R. WONG, II S.E.2345 (®ESI/FMF- INC. . J STRUCTURAL ENGINEERS I I _ , Job Name: 19 at Darby Address: 19 at Darby La Quinta, CA 922 De5lcgner: Jennifer Claire Project Manager: Marilyn Clardie Job #: M-3202 Plan / Elevation: IM -B s de repa OM C r in arHTES rmonit,ATORo Ivu) LUMBER SPECIFICATIONS TC: 2x4 OF g18BTR BC: 2x4 OF k188TR WEBS: 2x4 OF p18BTR TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. LION. OVERHANGS: 19.1' 19.1' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,Ml6 = MiTek MT series 0 N O V V2 @M�: O Co 5-05-14 12 4.00 C--- 1-06 <PL:10-00-12 JOB NAME: 19 at Darby - A5 Truss: DES. BY: LA DATE: 5/1/2014 SEQ.: 5914620 TRANS ID: 397658 10-02 10-02 TRUSS SPAN 20'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)*DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF COC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-08-02 4-08-02 I IM-4x4 a no 20-04 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 46 2- 8=(0) 1842 3. 8=(-585) 58 2- 3=(-2008) 0 8- 6=(0) 1842 8- 4=( 0) 595 3- 4=(.1434) 0 8- 5=(-585) 58 4- 5=(.1434) 0 5- 6=(-2008) 0 6- 7=( 0) 46 BEARING MAX VERT MAX HORZ BRG REOUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0' 0/ 1009V -42/ 42H 3.50' 1.08 OF ( 625) 20'- 4.0' 0/ 1009V 0/ OH 3.50' 1.08 OF ( 625) BRG @ 0'- 0.0' 1.08 DF/ 1.66 HF/ 1.58 SPF BRG @ 20'- 4.0' 1.08 DF/ 1.66 HF/ 1.58 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ' MAX LL DEFL =-0.062' @ 10'- 2.0' Allowed = 0.658' MAX DL CREEP DEFL =-0.109' @ 10'- 2.0' Allowed = 0.988" MAX TL CREEP DEFL =-0.169' @ 10'- 2.0' Allowed = 0.988' RECOMMENDED CAMBER (BASED ON OIL DEFL)= 0.109' MAX HORIZ. LL DEFL = 0.022' @ 20'- 0.5' MAX HORIZ. TL DEFL = 0.046' @ 20'- 0.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 10-02 in the plane of the truss only. 5-05-14 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 a 4.00 10-02 Scale: 0.2970 WARNINGS: GENERAL NOTES, unless otherwise noted: 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 and Warnings before construction commences. building component Applicability of design parameters and pro er Sesigner. 2. 2x4 compression web bracing must be Installed where shown +. incorporation of component is the responsibility of the building 3. Additonet temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility o1 the erector. Additional permanent bracing of 2' o.c. end at 10' o.c. respectively unless braced throughout their lengRth by continuous sheathing such as plywood shesthing(rC) and/or drywelIR. the overall structure is the responsibility of the building designer. 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. 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. 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 fabrication, handling,shipment and Installation of components. P P necessary. 7. Design assumes adequate drainage is Vrovided. 6. This design is furnished subject to the limitations set forth by 9. Plates shell be located on both faces of Wss, and placed so their center TPUWTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center Tines. 9. Digits Indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E A. For basic connector plate design values see ESR-1311. ESRA 988 (MiTek) 1-06. gXP. Gq4 "nil S ae repa OM c r in bvATES rAtdni'ATORS (uu) LUMBER SPECIFICATIONS TC: 2x4 OF N1&BTR BC: 2x4 OF k18BTR WEBS: 2x4 OF /I16BTR TC LATERAL SUPPORT - 1210C. UON. BC LATERAL SUPPORT <= 12'OC. UON. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series rn 0 o < 5-05-14 12 4.00 17- <PL:10-00- 10-02 TRUSS SPAN 20'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-08-02 I I M-4x4 e na M-5x8(S) 4-08-02 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-2012) 0 1.6=(0) 1846 2.6=(-587) 73 2-3=(-1436) 0 6-5=(0) 1846 6-3=( 0) 596 3-4=(-1436) 0 6.4=(-587) 73 4-5=(-2012) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 895V -37/ 37H 3.50' 0.95 OF ( 625) 20'- 4.0' 0/ 895V 0/ OH 3.50' 0.95 OF ( 625) BRG @ 0'- 0.0' 0.95 OF/ 1.47 HF/ 1.40 SPF BRG @ 20'- 4.0' 0.95 DF/ 1.47 HF/ 1.40 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.062' @ 10'- 2.0' Allowed = 0.658' MAX OL CREEP DEFL =-0.110' @ 10'- 2.0' Allowed = 0.988' MAX TL CREEP DEFL =-0.170' @ 10'- 2.0' Allowed = 0.988' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.110' MAX HORIZ. LL DEFL = 0.022' @ 20'- 0.5' MAX HORIZ. TL DEFL = 0.046' @ 20'- 0.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 10-02 in the plane of the truss only. Design checked for a 300 lb concentrated top chord 5-05-14 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 a 4.00 10-02 10-02 JOB NAME: 19 at. Darby - A5A 20-04 Scale: 0.3091 WARNINGS: GENERAL NOTES, unless otherwise noted: A5A 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: andWarnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY : LA is the respons bility, of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheething(TC) and/or drywall(BC). DATE 5 / 1 / 2014 the overall structure is the responsibility of the building designer. 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. SEQ. : 5914621 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, TRANS ID: 397658 design loads be applied to any component. and are for 'dry condition' of use. 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. fabrication, handling, shipment and Installation of component.. This Is furnished limitations forth by 7. Design assumes adequate drainage Is provided. 6. design subject to the set TPIAMCA in SCSI, copies of which will be furnished upon request. S. Plates shall be located on both faces of truss, and placed so their center lines coincide with Joint center lice. lines to II II II I II II IIIII IIIII 11111111111111 II I II II III 9. Indicate size of plate Inches. MiTek USA, Inc./CompuTrus Software +7.6.6(1 L)-E 10. For basic connector plate design values see ESRA 311. ESR-1988 (MiTek) 0 0 LUMBER SPECIFICATIONS TRUSS SPAN 20'- 4.0' TC: 2x4 OF N18BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) BC: 2x6 OF SS SPACED 24.0' O.C. WEBS: 2x4 OF #1&BTR LOADING TC LATERAL SUPPORT <= 1210C. UON. ADDL: TC UNIF LL( 20.0)+DL( 17.0)= 37.0 PLF 0'- 0.0' TO 20' BC LATERAL SUPPORT <= 1210C. UON. ADDL: TC UNIF LL( 20.0)+DL( 17.0)= 37.0 PLF 0'- 0.0' TO 20' ADDL: BC UNIF LL( 30.0)+DL( 36.0)= 66.0 PLF 0'- 0.0' TO 7' OVERHANGS: 19.1' 0.01 ADDL: BC UNIF LL( 75.5)+DL( 90.7)= 166.2 PLF 71- 1.5' TO 10' ADDL: BC UNIF LL( 236.5)+DL( 283.8)= 520.2 PLF 15'- 8.7' TO 20' Connector plate prefix designators: ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0''TO 20'- 4.0' V C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AOOL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0° TO 20'- 4.0' V M,M20HS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. ADDL: BC CONIC LL+DL= 489.0 LBS @ 14'- 0.3' Join together 2 ply with 3'x.131 DIA GUN nails staggered at: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9' oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF CBC 2013 NOT BEING MET. 9' oc in 2 row(s) throughout 2x6 bottom chords, 9' oc in 1 row(s) throughout 2x4 webs. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 0 N O V M O O 10-02 10-02 5-08-14 4-05-02 4-05-02 12 4.00 C--- M-5x6 r n- 1.06 <PL:10-00-12 7-02-09 JOB NAME: 19 at Darby - A8 Truss: DES. BY: LA DATE: 5/1/2014 SEQ.: 5914624 TRANS ID: 397658 s de repa Gm C r in -TES rnona�ATORzr tuu) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 46 2- 7=(-458) 5354 3- 7=(-480) 210 2- 3=(-5328) 508 7. 8=(-314) 4336 7- 4=(-144) 1292 3- 4=(-5058) 434 8- 6=(-416) 6274 4. 8=( -70) 3100 4- 5=(-6320) 384 8- 5=(-466) 220 4.0' V 5. 6=(-6584) 462 4.0' V 0.8' V 8.7' V BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH 4.0' V LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0' -265/ 2299V .36601 3660H 3.50' 1.23 OF ( 625) 20'- 4.0' -149/ 3928V -36601 366ON 3.50' 2.10 OF ( 625) BRG @ 0'- 0.0' 1.23 OF1 1.89 HF/ 1.80 SPF BRG @ 20'- 4.0' 2.10 DF/ 3.23 HF/ 3.08 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 • MAX LL DEFL = 0.072' @ 13'- 1.4' Allowed = 0.658' MAX DL CREEP DEFL =-0.189' @ 13'- 1.4' Allowed =- 0.988' MAX TL CREEP DEFL = .0.249' @ 13'- 1.4' Allowed = 0.988' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.189- MAX HORIZ. LL DEFL =-0.015' @ 201- 0.5' MAX HORIZ. TL DEFL =-0.038' @ 0'- 3.5' S S 0 D Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 5-08-14 in the plane of the truss only. Design checked for a 300 lb concentrated top chord 12 live load per IBC 2012 due to maintenance workers a 4.00 which is non -concurrent with other live loads. rL 4368# L 4489# 5-10-13 . 7-02-09 L 10-02 10-02 20-04 Scale: 0.2834 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and Is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown *. Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2• Design assumes thetop and bottom chords to be laterally braced at Is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 1O' o.c. respectively, unless braced throughout their len th by the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or dryw I$C). 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. 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. 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 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 feces of truss, and placed so their center TPINVTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate In Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) LUMBER SPECIFICATIONS TC: 2x4 OF M1&BTR BC: 2x4 OF q1&BTR WEBS: 2x4 OF M1&BTR TC LATERAL SUPPORT <= 1210C. MON. BC LATERAL SUPPORT <= 12'OC. UON. Staple or equal at non-structural vertical members (uon). Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series m 0 v t2 c%at0 0 M-3x4 1-06 <PL:10- TRUSS 'SPAN 20'- 8.0' LOAD DURATION INCREASE '= 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF C8C 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10-04 5-06-14 - 4-09-02 JOB NAME: 19 at Darby - A9 s de repa Din C r in, -TES ,...,,—ATORa 1uu) COND. 2: 8800.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All'Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Note:Truss design requires continuous bearing wall for entire span UON. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. Truss designed for 02 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 areas only. 10-04 4-09-02 5-02 4.00 C-- M-4x5 a 4.00 7-01-15 = M-5x5(S) 6-04-03 20-08 Scale: 0.3674 GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an Individual A�JWARNINGS: Truss and Warnings before construction commences. building component. Applicability of design parameters and proper ' 2. 2x4 compression web bracing must be Installed where shown +- Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: LA is the responsibility of the erector. Additional permanent bracing of P ry P g 2' o.c. and at 10' o.c. respectively unless braced throughout their length by drywalt(BC). DATE • 5 / 1 / 2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or 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. SEQ. : 5914625 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, I TRANS ID: 397658 design Trash be lied to any anent. g pp y component. *dry and are for condition' of use. 6: Design assumes full bearing et all supports shown. Shim or wedge if n 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. 6. This design Is furnished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center TPINVTCA In BCSI, copies of which will be furnished upon request lines lines coincide with joint center lines. III II II I IIIII III III III I III I I IIII 9. indicate size of plate In Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311. ESR-1988 (MITek) 8-09 M-3x4 1-06 t2 rr 0 C. s de repa DID C, r inl _TES , .,..., ATOR'� %. , LUMBER SPECIFICATIONS TC: 2x4 OF 01&BTR BC: 2x4 OF H1&BTR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 1210C. UON. Staple or equal at non-structural vertical members (uon). Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,Ml6 = MiTek MT series v 0 rn 0 n < M-3x4 M-3x4 M-3x4 TRUSS SPAN 20'- 8.0- LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10-04 12 4.00 M-4x5 � Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Note:Truss design requires continuous bearing wall for entire span UON. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads: Truss designed for 42 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 areas only. 10-04 12 a 4.00 <PL:10-00-12 JOB NAME: 19 at Darby - A9A Truss: i DES. BY: LA DATE: 5/1/2014 SEQ.: 5914626 TRANS ID: 397658 =M-5x5(S) 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. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 TPIfWTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E 20-08 Scale: 0.4170 GENERAL NOTES, unless otherwise noted: i. This design is based only upon the parameters shown and Is for an Individual building component. Applicability of design parameter: and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(® C). 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 feces of Wss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. A. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) O s de repa Sin CI ini unnlnn _...TES l .._.._4TOR_ � ' t-ter LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0' CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF gt&BTR LOAD DURATION INCREASE = 1.25 1. 2=( 0) 46 2- 8=(0) 1914 3. 8=(-413) 42 BC: 2x4 OF N1&BTR SPACED 24.0' O.C. 2- 3=(-2085) 0 8- 9=(0) 1267 8- 4=( 0) 555 WEBS: 2x4 OF N1&BTR 3- 4=(-1799) 0 9- 6=(0) 1914 4. 9=( O) 555 LOADING 4- 5=(-1799) 0 9. 5=(-413) 42 TC LATERAL SUPPORT <= 1210C. MON. LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF 5- 6=(-2085) 0 BC LATERAL SUPPORT <= 12'OC. MON. OL ON BOTTOM CHORD = 7.0 PSF 6- 7=( 0) 46 TOTAL LOAD = 44.0 PSF OVERHANGS: 19.1' 19.1' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT. MAX HORZ BRG REOUIRED BRG LENGTH Connector plate prefix designators: REQUIREMENTS OF CBC 2013 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 01- 0.0' 0/ 1024V -43/ 43H 3.50' 1.09 OF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 201- 8.0' 0/ 1024V 0/ OH 3.50' 1.09 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 0'- 0.0' 1.09 OF/ 1.69 HF/ 1.61 SPF BRG @ 20'- 8.0' 1.09 OF/ 1.69 HF/ 1.61 SPF VERTICAL DEFLECTION LIMITS: LL=L1360, TL=L/240 MAX LL DEFL =-0.063' @ 10'- 4.0' Allowed = 0.669' MAX OL CREEP DEFL =-0.114' @ 13'- 6.1' Allowed = 1.004" MAX TL CREEP DEFL =-0.174' @ 10'- 4.0' Allowed = 1.004' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.114' MAX HORIZ. LL DEFL = 0.020' @ 20'- 4.5' MAX HORIZ. TL DEFL = 0.044' @ 20'- 4.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed f wtrussind oonly. 10-04 10-04 intheplaneoftheor 5-06-14 4-09-02 4-09-02 5-06-14 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 12 4.00 M-4x5 4.0" 4 4,- a 4.00 Cl) M-2x4 M-2x4 v o a 90 o < AA_zv r; 0.25' All qvd M-AvF 7-01-15 1-06-<PL:10-00-12 JOB NAME: 19 at.Darby - A10 Truss: DES. BY: LA DATE: 5/1/2014 . SEQ.: 5914627 TRANS ID: 397658 6-04-03 7-01-15 20-08 Scale: 0.2924 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and Is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown +. incorporation or component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction Design assumes the top end bottom chords be laterally braced et is the responsibility of the erector. Additional permanent bracing of 2' c throughout 2' o.c. end et 10' o.c. respectively unless braced throughout their length by the overall structure is the responsibility of the building designer. continuous sheathing such as p"od sheathing(TC) and/or drywall(SC). 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 or the respective contractor. 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. 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 fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is ptruss 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 TPINVTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate In Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E to. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 1-06 EMOW4: s de repa Dm cl r inj ormTES rr+o-ATOR'. 1w) LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR BC: 2x4 OF #18BTR WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <= 12'OC. MON. BC LATERAL SUPPORT - 1210C. MON. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series to m�0 o < 10-04 5-06-14 12 4.0017 TRUSS SPAN 20'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM'CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-09-02 4-09-02 = M-5x5(5) M-4x5 e n' 10-04 5-06-14 12 a 4.00 CBC20131IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1.2=(-2089) 0 1-6=(0) 1918 2-6=(-415) 52 2-3=(-1803) 0 6-7=(0) 1269 6.3=( 0) 557 3.4=(-1803) 0 7-5=(0) 1918 3-7=( 0) 557 4.5=(-2089) 0 7.4=(-415) 52 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 909V .37/ 37H 3.50' 0.97 OF ( 625) 20'- 8.0' 0/ 909V 0/ OH 3.50' 0.97 OF ( 625) BRG @ 0'- 0.0' 0.97 DF/ 1.50 HF/ 1.43 SPF BRG @ 20'- 8.0' 0.97 DF/ 1.50 HF/ 1.43 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL 0.063' @ 10'- 4.0' Allowed = 0.669' MAX DL CREEP DEFL =-0.115' @ 7'- 1.9' Allowed = 1.004: MAX TL CREEP DEFL =-0.175' @ 10'- 4.0' Allowed = 1.004 RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.115- MAX HORIZ. LL DEFL = 0.020' @ 20'- 4.5' MAX HORIZ. TL DEFL = 0.044' @ 20'- 4.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 7-01-15 6-04-03 7-01-15 L L '<PL:10-00-12 20-08 JOB NAME: 19 at Darby - A10A Truss: DES. BY: LA DATE: 5/1/2014 SEQ.: 5914628 TRANS ID: 397658 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 Instaned where shown +. 3. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 TPINVTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software+7.6.6(1L)-E Scale: 0.3033 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss Is the responsibility of the respective contractor. S. 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 Vrovided. 8. Platea shell 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 connector plate design values see ESR-1311, ESR-1988 (MiTek) rn co 0 0 4. gtpnq v s de repa 3111 C r inl IIIIIIIIIIIIII -TES rnon ATOR. lw/ LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0' CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.25 1. 2=(-2504) 0 1- 7=(0) 2207 2. 7=(-573) 45 BC: 2x4 OF #1&BTR SPACED 24.0' O.C. 2- 3=(-2007) 0 7- 8=(0) 1347 7- 3=( 0) 716 WEBS: 2x4 OF #1&BTR 3. 4=(-1883) 0 8- 5=(0) 1992 3. 8=( 0) 554 LOADING 4. 5=(-2168) 0 8- 4=(-411) 42 TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF 5- 6=( 0) 46 BC LATERAL SUPPORT <= 12'OC. UON. OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF OVERHANGS: 0.0' 19.1' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH ADDL: TC CONC LL+DL= 452.0 LBS @ 1'- 7.7- LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) Connector plate prefix designators: 01- 0.5' 0/ 1333V -44/ 36H 3.50' 1.42 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 8.0' 0/ 1058V 0/ OH 3.50' 1.13 OF ( 625) M,M20HS,MIBHS,M16 = MiTek MT series REOUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 0'- 0.5' 1.42 DF/ 2.19 HF/ 2.09 SPF BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BRG @ 20'- 8.0' 1.13 OF/ 1.74 HF/ 1.66 SPF AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.062' @ 10'- 4.0' Allowed = 0.668' - MAX OL CREEP DEFL =-0.136' @ 7'- 1.9' Allowed = 1.002' MAXTL CREEP DEFL =-0.196' @ 7'- 1.9' Allowed = 1.002' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.136' MAX HORIZ. LL DEFL = 0.020' @ 20'- 4.5' - MAX HORIZ. TL DEFL = 0.047' @ 20'- 4.5' Wind: 110 mph, h=15ft, TCOL=10.2,BCDL=4.2, ASCE 7-10, 10-04 10-04 (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 5-06-14 4-09-02 4-09-02 5-06-14 in the plane of the truss only. 452# Design checked for a 300 lb concentrated top chord 4.00 M-4X5 a 4.00 live load per IBC 2012 due to maintenance workers 11A-2x4 4.0' 3 5 M-2x4 which is non -concurrent with other live loads. 07 O O) co Ot 4 � O 7 8 o < M-4x4 = 0.25 M-3x4 M-5x5(S) M-3x5 7-01-15 & L 6-04-03 7-01-15 0-00-08 20-07-08 <PL:10-00-12 20-08 1-06 JOB NAME: 19 at Darby - A10B Truss: DES. BY: LA DATE: 5/1/2014 SEQ.: 5914629 TRANS ID: 397658 WARNINGS: 1. Builder and erection contractor should be advised of a0 General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown +, 3. Additional temporary bradconstruction ng to insure stability during Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 then design loads be applied to any component. S. 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/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E Scale: 0.3019 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an Individual building component Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer' 2. Design assumes the top and bottom chords to be laterally braced at 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). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation or truss is the responsibility of the respeclive contractor. 5. Design assumes trusses are to be used In a non -corrosive environment, and ere for "dry condition' of use. 11 6. Design assumes full bearing at all supports shown. Shim or wedge If necessary. 7. Design assumes adequate drainage is provided. S. Plates shell be located on both races of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In Inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) "a EO 4 s de repa )m C r inj unnn g u _TES r- ....ATOR_ t � LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0' CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.25 1- 2=(-2526) 0 1- 7=( 0) 2232 2. 7=(-585) 44 BC: 2x4 OF #1&BTR SPACED 24.0' O.C. 2- 3=(-2025) 0 7- 8=(-32) 1355 7- 3=( 0) 729 WEBS: 2x4 OF #1&BTR 3- 4=(-1891) 0 8- 5=( 0) 1999 3. 8=( 0) 553 LOADING 4. 5=(-2176) 0 8. 4=(-410) 42 .TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF - 5- 6=( 0) 46 - BC LATERAL SUPPORT <= 12'OC. LON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF OVERHANGS: 0.0' 19.1' BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH ADDL: TC CONC LL+DL= 452.0 LBS @ 1'- 7.7' LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) Connector plate prefix designators: 01- 0.0' 0/ 1331V -1000/ 1000H 3.50' 1.42 OF ( 625) C,CN,CI8,CN18 (or n0 prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 201- 8.0' 0/ 1061V -1000/ 1000H 3.50' 1.13 OF ( 625) M,M20HS,MIBHS,916 = MiTek MT series REQUIREMENTS OF CBC 2013 NOT BEING MET. .. BRG @ 01- 0.0' 1.42 DF/ 2.19 HF/ 2.09 SPF BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BRG @ 20'- 8.0' 1.13 DF/ 1.75 HF/ 1.66 SPF AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.063' @ 10'- 4.0' Allowed = 0.669' MAX DL CREEP DEFL =-0.140' @ 7'- 1.9' Allowed = 1.004' MAX TL CREEP DEFL =-0.199' @ 7'- 1.9' Allowed = 1.004' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.140' MAX HORIZ. LL DEFL = 0.020' @ 20'- 4.5' MAX HORIZ. TL'DEFL = 0.048' @ 20'- 4.5' COND. 2: 1000.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, 10-04 10-04 Truss designed for wind loads in the plane of the truss only. 5-06-14 4-09-02 4-09-02 5-06-14 Design checked for a 300 lb concentrated top chord 452# 12 live load per IBC 2012 due to maintenance workers 12 which is non -concurrent with other live loads. 4.00 1-- M-4x5 a 4.00 to 0 v rn C;J�0 o < <PL:10-00-12 7-01-15 JOB NAME: 19 at Darby - A11 Truss: DES. BY: LA DATE: 5/1/2014 SEQ.: 5914630 TRANS ID: 397658 6-04-03 20-08 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. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fastenem are complete and at no time should any loads greater than design loads be applied to any component. S. 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 TPIANTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E rn 0 0 L 7-01-15 1-06 Scale: 0.3019 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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(( C). 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 connector plate design values see ESR4311, ESR-1969 (MiTek) Thi .gn F !d fi nput, ut b SPA.- ,.,BRIG..,..,,.. (JCJ LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR BC: 20 OF #1&BTR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 0.0' 19.1' Connector plate prefix designators: C,CN 118,CN18 (or no prefix) = CompuTrus, Inc M,M2bHS,M18HS, 16 = MiTek MT series a 0 rn 0 M c%1t0 o < TRUSS SPAN 20'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: TC CONC LL+DL= 452.0 LBS @ 1'- 7.7' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10-04 10-04 BEARING LOCATIONS 0'- 0.5' 20'- 8.0' 5-06-14 4-09-02 4-09-02 5-06-14 452# 12 '1 12 4.00 E--- M-4x5 a 4.00 M-5x7(S) 7-01-15 6-04-03 7-01-15 0-00-08 20-07-08 L <PL:10-00-12 20-08 JOB NAME: 19 at Darby - Al2 Scale: 0.3050 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an Individual Truss: and Warnings before construction commences. buildinger of nsibility elicab Ilitye anding designer. 2. 2x4 compression web bracing must be installed where shown +, rcompoation compoApplicability respoof the barameters i DES. BY: E E 3. Adtlitlonal temporary bracing to insure stability during construction 2. Design assumes the top end bottom chards to be laterally braced Design- and et 1 s o.c. respectively unless braced throughout their length - is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(rC) and/or drywall(SC). DATE: 6 / 30 / 2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5983064 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 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 402538 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and ere for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage Is 8. This design Is famished subject to the limitations set forth by 8. Plates shell be located on both faces of truss, and placed so their center muss, a TPIMII'CA In SCSI, espies of which will be famished upon request. Tines colnctde with Joint center lines. lines III II I II II I IIIII I I IIIII IIIII III IIII 9. Indicate size of plate In Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-3346 1004 1- 7=(-1922 4049325 4 2- 7=S-1004 449 170 3. 4=(-1883E 0 8- 5=� 2010E 1992 3- 8=l 478E 1995 4- 5= -3031) 1141 8- 4=l -833) 540 5- 6= 0) 46 MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) -68/ 1538V -44/ 36H 3.50: 1.64 OF 625 -3041 1144V 0/ ON 3.501.22 OF 625 BRG @ 0'- 0.5' 1.64 DF/ 2.53 HF/ 2.41 SPF BRG @ 20'- 8.0' 1.22 DF/ 1.88 HF/ 1.79 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.073' @ 5'- 6.3' Allowed = 0.668' MAX OL CREEP DEFL =-0.214' @ 15'- 1.7' Allowed = 1.002' MAX TL CREEP DEFL =-0.199' @ 5'- 6.3' Allowed = 1.002' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.214' MAX HORIZ. LL DEFL = 0.039' @ 0'- 4.0' MAX HORIZ. TL DEFL =-0.067' @ 0'- 4.0' COND. 2: 350.00 PLF SEISMIC LOAD. SHEARWALL 8.63 to 20.63 NOTE: TRUSS DESIGN ASSUMES UNIFORM SHEAR TRANSFER Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), toad duration factor=1.6, Fruss designed for wind loads Ln the plane of the truss only. resign checked for a 300 lb concentrated top chord .ive load per IBC 2012 due to maintenance workers thich is non -concurrent with other live loads. 1-06 u7 ca 0 0 LUMBER SPECIFICATIONS TC: 2x4 OF g18BTR; 2x6 OF SS T2, T3 BC: 2x6 OF SS WEBS: 2x4 OF g18BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. LION. NOTE: 2x4 BRACING AT 24'OC UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 0.0' - For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc U,U20HS,M18HS,Ml6 = MiTek MT series 46.04.08 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) . LOADING TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 0'- 0.0- TO 8'- TC UNIF LL( 100.0)+OL( 85.0)= 185.0 PLF 8'- 0.0' TO 38'- TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 38'- 4.5' TO 46'- BC UNIF LL( 0.0)+OL( 35.0)= 35.0 PLF 0'- 0.0' TO 46'- TC CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 8'- 0.0- TC CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 38'- 4.5' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. GOTTOl.1 CHORD CHECKED FOR tOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, 9' oc in 2 row(s) throughout 2x6 top chords, 9' oc in 2 row(s) throughout 2x6 bottom chords, 9' oc in 1 row(s) throughout 2x4 webs. 30-08-10 7-08-03 11-02 307-009( 104-11-0 y 9�0-7 12 a 4.00 0 M-4x6 o M-2x -2x4 O °'o -3x8 M-M 01425^ M-A10 M-M 0.25' 17 MIx4 M-A10 M-3x4 M-71 (S) M-8x14(S) L L 7-02 6-02-05 6-00-09 5-10-13 6-00-09 4-00-144-00-14 6-10-08 L 1-06r,PL:10-00-12 46-04-08 JOB NAME: 19 at Darby - A16 PROVIDE FDLL RFARINGN,ts: �,�., 12 4.00 17 M-4x1 Truss: 6-00-09 6-00-09 3 �5-01-026-02-05 4-00-11 690.70 1' 1 1 M-8x14(S) DES. BY: LA DATE: 5/1/2014 SEQ.: 5914632 TRANS ID: 397658 s de repa )In Cl in( _TES ATOR l r CBC20131IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 46 2-13=( -168) 6778 3.13=( -64) 294 9.19=( 0) 2986 2. 3=(-7218) 208 13.14=( -448) 8936 13- 4=( 0) 896 10-19=(-1004) 110 3- 4=(-7304) 224 14-15=( -426) 7016 13. 5=(-2156) 340 19.11=( -528) 72 0.0' V 4- 5=(-6932) 222 15-16=( -162) 1352 5.14=( -522) 132 4.5' V 5- 6=(-8868) 488 16-17=( -162) 1352 14- 6=( -18) 1986 4.5' V 6. 7=(-6778) 440 17-18=(-3256) 214 6-15=(-1836) 222 4:5' V 7. 8=( -318) 7282 18.19=(-3256) 214 15- 7=( -276) 5804 8- 9=( -318) 7282 19-12=( -266) 302 16- 7=( 0) 248 9-10=( -222) 638 7-17=(-9198) 534 10-11=( -256) 758 17. 8=(-1162) 188 11-12=( -332) 310 17. 9=(-4586) 182 18- 9=( -70) 72 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -501 2765V -351 41H 3.50' 1.47 OF ( 625) 31'- 4.3' -364/ 7021V 0/ ON 3.50' 3.74 OF ( 625) 46'- 4.5' 0/ 329V 0/ ON 3.50' 0.18 OF ( 625) BRG @ 0'- 0.0' 1.47 DF/ 2.28 HF/ 2.17 SPF BRG @ 31'- 4.3' 3.74 DF/ 5.78 HF/ 5.51 SPF BRG @ 46'- 4.5' 0.18 DF/ 0.27 HF/ 0.26 SPF Scale: 0.0928 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown +, Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector. Additional permanent bracing of Cung(TC) and/or their length the overall structure is the responsibility of the building designer. continuous sheathing such s plywood sheanless 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. 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. 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 fabrication, handling, shipment and Installation of component. necessary. 7, Design assumes adequate dramatis Is Provided. 6. This design Is furnished subject to the limitations set forth by 8. Plates shall be located on both feces of Wss, and placed so their center TPIA;CA In SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E to. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.201' @ 13'- 4.3' Allowed = 1.031' MAX DL CREEP DEFL =-0.358' @ 13'- 4.3' Allowed = 1.546' MAX TL CREEP DEFL =-0.558' @ 13'- 4.3'Allowed = 1.546' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.358- MAX HORIZ. LL DEFL = 0.028' @ 31'- 4.3' MAX HORIZ. TL DEFL = 0.061' @ 31'- 4.3' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. s de' repa Dm c, r inj ..TES ...-..-_ATOR' LUMBER SPECIFICATIONS TC: 2x4 OF H1&BTR BC: 2x4 OF k1&BTR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 12'OC. MON. BC LATERAL SUPPORT <= 12'OC. UON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 0.0' •' For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 46'- 4.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 11- 2=( 0) 46 2-11=( 0) 2627 3.11=( -356) 54 15- 9=(-594) 57 2- 3=(-2842) 0 11-12=( 0) 2295 11- 4=( 0) 352 3- 4=(-2475) 0 12-13=( 0) 954 4.12=( -81) 324 4- 5=(-2516) 0 13-14=( 0) 954 5.12=( -611) 41 5. 6=(-2466) 0 14.15=(-564) 48 12- 6=( 0) 1636 6. 7=( 0) 2175 15.10=(-148) 342 13- 6=( 0) 251 7. 8=( 0) 2175 6-14=(-3367) 0 8- 9=( -40) 587 14- 7=( -573) 36 9-10=( -380) 192 14- 8=(-1790) 0 8.15=( 0) 397 BEARING MAX VERT MAX HORZ ERG REOUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0' O/ 1290V -44/ 50H 3.50' 1.38 OF ( 625) 31'- 4.3' 01 2705V 0/ OH 3.50' 2.88 OF ( 625) 46'- 4.5' 0/ 321V 0/ OH 3.50' 0.34 OF ( 625) BRG @ 0'- 0.0' 1.38 DF/ 2.12 HF/ 2.02 SPF BRG @ 31'- 4.3' 2.88 OF/ 4.45 HF/ 4.24 SPF BRG @ 46'- 4.5' 0.34 DF/ 0.53 HF/ 0.50 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.163' @ 9'- 8.0' Allowed = 1.031' MAX OL CREEP DEFL =-0.280' @ 9'- 8.0' Allowed = 1.546' MAX TL CREEP DEFL =-0.441' @ 9'- 8.0' Allowed = 1.546' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.280' MAX HORIZ. LL DEFL = 0.031' @ 31'- 4.3' MAX HORIZ. TL DEFL = 0.069' @ 31'- 4.3' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 9-07-11 27-04-10 9-04-03 which is non -concurrent with other live loads. 9.07-11 15-07-01 11-09-04 9-04-08 5-00-04 4-07-07 6-10-06 7-05-01 7-05-01 5-08-01 4-07-07 4-08-12 12 12 4.000-- M-3x5(S) a 4.00 M-7x6 M-2x4 M-4x14 M-2x4 M-7x6 5 6 7 v M-2x4 M-2x4 + + o "' Of o < M-3x6 11 M-3x4 12 0.25" 13 14 M-2x4 0.25° 15 M-3x4 10'. M-3x4 c ` L L M-504(S) L M-7x10(S) L L L L 8-11-04 7-06-13 7-05-01 7-05-01 6-04-08 8-07-12 1-06<PL:10-00-12 46-04-08 [PROVIDE ULL BE I G•J s• 4 0 JOB NAME: 19 at Darby - A17 Beale, 0.1565 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Bonder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual T ( U S S : - DES. BY: LA DATE: 5 / 1 / 2014 and We before construction commences. 2. 2x4 compression web bracing must be Installed where shown +- 3. Additional temporary bracing to Insure stability during construction is Me responsibility of the erector. Additional permanent bracing of P b P 9 the overall Is the responsibility of the building designer. building component. Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. 2. Design assumes the top end bottom chords c be laterally braced et and at 10 an respectively unless braced throughout their length by 2' continuous continuous sheathing such as plywood aired where s own drywall(BC). 3. Impact bridging or lateral bracing required where shown ++ SEQ. : 5914633 TRANSI D : 397658 uld be a 4. No load should be applied to any component anti 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 fobrlcation, handling, shipment and installation of components. -6. This design is furnished subject to the limitations aat forth by TPIANTCA in SCSI, copies of which will be famished upon request. In 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. III III II IIIII IIIII III IIIII II I II IIII MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 9. ForDigits sic indicate see of plates design 10. For basic connnctor plate deafgn values see ESR-1311, ESR-1988 (MiTek) values LUMBER SPECIFICATIONS TC: 2x4 OF #16BTR BC: 2x4 OF #18BTR WEBS: 2x4 OF g18BTR TC LATERAL SUPPORT <= 1210C. MON. BC LATERAL SUPPORT <= 12.0C. MON. NOTE: 2x4 BRACING AT 24'OC MON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 0.0' •• For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 46'- 4.5'. LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = .37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-02-11 24-02-10 - 10-11-03 11-02-11 9-07-01 14-07-04 10-11-08 5-11-08 5-03-03 5-08-05 6-06308 6 04-12 6-00 4-10-04 5-08 12 12 4.00 1 M-4x6 M-3x6(S) a 4.00 M-7x6 M-�x4 M-V12 M- x4 o M-3x5 + + CA M-3x5 co 0 11 12 Cr< M-3x6 M-2x4 M-3x8 3 14 8.25' M-2x4 15 0.25 16 17 10, M-3x4 M-2x4 M-3x4 L L = M-5x5(S) L M-7x8(S)L L L !' s dE repe oln C r in --TES , _,,,, ATORi CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GOF/Cq=1.00 1. 2=( 0) 46 2.11=( 0) 2399 11- 3=( 0) 180 8.16=( 0) 401 2- 3=(-2604) 0 11-12=( 0) 2396 3-12=( -602) 0 16- 9=(-777) 5 3. 4=(-1988) 0 12.13=( 0) 1681 12- 4=( 0) 286 9.17=( 0) 185 4. 5=(-1831) 0 13.14=( 0) 380 12- 5=( -49) 284 5- 6=(-1630) 0 14-15=( 0) 380 5.13=( -610) 25 6- 7=( 0) 1889 15-16=(-482) 25 13. 6=( 0) 1436 7- 8=( 0) 1889 16-17=( 0) 466 14. 6=( 0) 204 8. 9=( 0) 510 17.10=( 0) 470 6-15=(-2578) 0 9-10=( -520) 0 15- 7=( -525) 33 15- 8=(-1626) 0 BEARING MAX VERT MAX HORZ BRIG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1211V .52/ 58H 3.50' 1.29 OF ( 625) 29'- 10.3' 0/ 2680V 0/ ON 3.50' 2.86 OF (.625) 46'- 4.5' 0/ 368V 0/ OH 3.50' 0.39 OF ( 625) BRIG @ 0'- 0.0' 1.29 DF/ 1.99 HF/ 1.90 SPF BRG @ 29'- 10.3' 2.86 DF/ 4.41 HF/ 4.20 SPF BRIG @ 46'- 4.5' 0.39 DF/ 0.61 HF/"0.58 SPF VERTICAL DEFLECTION LIMITS: LL=L/360,'TL=L/240 MAX LL DEFL =-0.115' @ 11'- 3.0' Allowed = 0.981' MAX OL CREEP DEFL =-0.199' @ 11'- 3.0' Allowed = 1.471' MAX TL CREEP DEFL =-0.313' @ 11'- 3.0' Allowed = 1.471' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.199' MAX HORIZ. LL DEFL = 0.024' @ 29'- 10.3' MAX HORIZ. TL DEFL = 0.052' @ 29'- 10.3' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=11.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. L L 5-09-12 4-10-04 6-06-08 6-03 6-04-12 6-03-08 4-08-08 5-06-04 �L 1_06<PL:10-00-12 46-04-08 JOB NAME: 19 at Darby - A18 Sale: 0.1190 WARNINGS: - GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of a8 General Notes 1. This design is based only upon the parameters shown end is for an individual Truss : ff DES. BY: LA DATE: 5 / 1 / 2014 and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +, 3. Additional temporary bracing to Insure stability during construction is the responsibilityof the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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). 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5914634 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 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 397658 - III II III III III I IIIII II II II I I II III 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 7PIANfCA in BCSI, copies of which will be famished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Plates assumes adequate drainage is rovided. 8. Plates shall be located on both laces of tnrss, end placed so their center lines coincide with joint center tines. 9. Farb indicatesize of plate in Inches. 10. For basicsicconnector plate design values see ESR-11311, ESR-11988 (MiTek) s de repa Gfn c r in ormTES rrtanivATORo (vu) LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR; 2x6 OF SS T2 BC: 2x4 OF #18BTR WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. NOTE: 2x4 BRACING AT 24'OC MON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED For hanger specs. - See approved plans Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,Ml8HS,M16 = MiTek MT series TRUSS SPAN 46'- 4.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 20'- 10.0- TO 25'- 10.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF C8C 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 13-11-03 7-03-12 6-02-08 12 4.00C--- ;M-lox 10 M-3x5 v � o < M-3x6 M-2x4 T25" M-6x8(S) I, L ,L- t 7-02 6-02-08 <PL:10-00-12 JOB NAME: 19 at Darby - A19 Truss: /M% 1 e DES. BY: LA DATE: 5/1/2014 SEQ.: 5914635 TRANS ID: 397658 18-09-10 7-02 5-03-08 3-10-08 _3-03- M-5x10 M-2x4 M-4xl6 M-2x4 6-02-08 M-1Ox10 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=(-2866) 0 1.10=( 0) 2640 10. 2=( 0) 231 5-15=(-2258) 0 2- 3=(-2010) 0 10-11=( 0) 2637 2-11=(-862) 12 15. 6=( -148) 95 3. 4=(-3949) 0 11.13=( 0) 505 11. 3=(-184) 20 15- 7=(-1138) 0 4. 5=(-4123) 0 13.14=( 0) 456 11.12=( 0) 1534 7-16=( 0) 460 5- 6=( 0) 1155 14-15=( O) 456 3-12=( 0) 2166 16. 8=( -996) 0 6- 7=( 0) 1157 15-16=(-471) 8 13-12=( 0) 233 8.17=( 0) 248 7. 8=( 0) 512 16-17=( 0) 630 12- 4=(-273) 68 8- 9=( -742) 34 17. 9=( 0) 634 12- 5=( 0) 3826 14- 5=( 0) 330 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' Of 1206V .65/ 65H 3.50' 1.29 OF ( 625) 29'- 10.3' 0/ 2606V 01 ON 3.50' 2.78 OF ( 625) 46'- 4.5' 0/ 489V 0/ ON 3,50' 0.52 OF ( 625) BRG @ 0'- 0.0' 1.29 DFI 1.98 HF/ 1.89 SPF BRG @ 29'- 10.3' 2.78 DF/ 4.29 HF/ 4.09 SPF BRG @ 46'- 4.5' 0.52 DF/ 0.80 HF/ 0.77 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX'LL DEFL =-0.193' @ 201- 8.2' Allowed = 0.981' MAX OL CREEP DEFL =-0.388' @ 20'- 8.2' Allowed = 1.471' MAX TL CREEP DEFL =-0.578' @ 20'- 8.2' Allowed = 1.471' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.388' MAX HORIZ. LL DEFL = 0.025' @ 46'- 1.0' MAX HORIZ. TL DEFL = 0.057' @ 46'- 1.0' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per iSC 2012 due to maintenance workers which is non -concurrent with other live loads. 13-07-11 7-00-04 12 a 4.00 M-3x5 5 00 0 13 14 15 16 17 9+' C.M-3x5 M-3x5 0.25 M-3x4 M-2x4 M-3x4 0 M-6x8(S) 7-05-08 5-00 4-00-04 3-07 6-00-12 6-10-08 L *-2X6 INLET 46-04-08 1PROVIDE FULL BEARITG7J s: 5 3)M-1.5X3 ENDS TO BE RESTRAINED TO PREVENT ROTATION Scale: 0.1502 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of Oil General Notes 1. This design is based only upon the parameters shown and is for an Individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 21t4 compression web bracing must be Installed where shown +, Incorporation of component is the responsibility of the building designer. top bottom to be laterally braced et 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the and chords 2' end et to' on unless braced U their by Is the responsibility of the erector. Additional permanent bracing of p ry P 9 such as plyely C) mcf/o tIM continuous sheathing such in and/or drywall C). continuous the overall structure is the responsibility of the building designer. ere s 3. b� Impel bridging or lateral bracing required where shown ++ l bracing mired 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. 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 toads be applied to any component. and are for -dry condition' of use. 6. sgnssumea full bearfng at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for Me necessaryD fabrication, handling,shipment and Installation of corn onenfa. b P 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 hose, and placed so their center TPIANTCA In BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR•1311, ESR-1989 (MRek) . EXR d13�114 s/2/i 3 's d( Prep, oft c r it .+TES . - +.)ATOF,. I-) LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR BC: 2x4 OF #1&BTR; 2x4 OF 210OF B1 WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. LION. NOTE: 2x4 BRACING AT 12'OC LON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series m O N O rn Iu7 Ojt O O <M-3x5 TRUSS SPAN 46'- 4.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 20'- 10.0- TO 25'- 10.0- V ADDL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 5'- 0.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-2465) 0 1- 9=( -39) 2197 10. 2=( .540) 29 16. 6=(-646) 64 2. 3=(-2299) 0 9-10=(-294) 2144 2-11=( -324) 261 16- 7=(-740) 614 3- 4=(-3780) 0 10-11=(-287) 2158 11- 3=( -151) 185 7-17=(-739) 124 4- 5=(-3927) 0 11-13=(-238) 1070 11-12=( -318) 965 5. 6=( .148) 916 13-14=(-277) 1029 3-12=( 0) 1948 6. 7=( •577) 1010 14-15=(•344) 967 13.12=( 0) 176 ,. 7- 8=( -538) 543 15-16=( 0) 967 12. 4=( -398) 45 16-17=(-230) 0 12- 5=( 0) 3017 17- 8=(-432) 482 14- 5=( 0) 314 5.16=(-2316) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0' O/ 1068V -68/ 2433H 63.50' 1.14 OF ( 625) 5'- 3.5' 0/ 615V -477/ 2306H 63.50' 0.66 OF ( 625) 29'- 8.5' -3/ 106V -344/ 151H 2O0.00' 0.11 OF ( 625) 32'- 5.0' 0/ 2314V -2055/ 264H 2O0.00' 2.47 OF ( 625) 39'- 1.8' 51l 832V -504/ 437H 2O0.00' 0.89 OF ( 625) 46'- 4.5 -74/ 377V -691/ 681H 2O0.00' 0.40 OF ( 625) BRG @ 0'- 0.0' 1.14 OF/ 1.76 HF/ 1.68 SPF BRG @ 5'- 3.5' 0.66 OF/ 1.01 HF/ 0.97 SPF BRG @ 29'- 8.5' 0.11 OF/ 0.17 HF/ 0.17 SPF BRG @ 32'- 5.0' 2.47 OF/ 3.81 HF/ 3.63 SPF ERG @ 39'- 1.8' 0.89 OF/ 1.37 HF/ 1.30 SPF BRG @ 46'- 4.5' 0.40 DF/ 0.62 HF/ 0.59 SPF 14-07-11 17-04-10 14-04-03 7-04 6-10-12 6-05-08 5-03-08 6-05-08 6-06-12 7-04-08 4.00 C-- �..o M-4X10 u e c 4 4.00 5-03-08 1-10-12 6-10-12 <PL:10-00-12 M-5x8(S) JOB NAME: 19 at Darby - A20 Truss: 1 DES. BY: LA DATE: 5/1/2014 SEQ.: 5914636 TRANS ID: 397658 M-5x12(S) 6-09 5-00 3-10-08 2-10-08 6-06-12 *-2X6 INLET 46-04-08 3)M-1.5X3 ENDS TO BE RESTRAINED TO PREVENT ROTATION 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. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 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 then 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 TPINVTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.208' @ 20'- 8.2' Allowed = 0.814' MAX OL CREEP DEFL =-0.411' @ 20'- 8.2' Allowed = 1.221' MAX TL CREEP DEFL =-0.619' @ 20'- 8.2' Allowed = 1.221' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.411' MAX HORIZ. LL DEFL = 0.027' @ 32'- 5.0' MAX HORIZ. TL DEFL = 0.061' @ 32'- 5.0' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. N O O O M-3x4 7-02-12 Scale: 0.1457 GENERAL NOTES, unless othervvise noted: 1. This design Is based only upon the parameters shown and is for an Individual bullding component. Applicability of design parameters and proper incorporation.1 component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.nc. and at 10' o.c. respectively unless braced throughout their length by contiuous 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 Wss, end placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in Inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) s dE repa oln c r it .+TES , .,-.-,;ATOF 1.,.,A LUMBER SPECIFICATIONS TC: 2x4 OF fl18BTR BC: 2x4 OF k1&BTR WEBS: 2x4 OF g18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 1210C. MON. NOTE: 2x4 BRACING AT 24.00 UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED For hanger specs. - See approved plans M-3x5 where shown; Jts:1,3,8,10,14-15 Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,MIBHS,M16 = MiTek MT series TRUSS SPAN 46'- 4.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 20'- 10.0' TO 25'- 10.0- V ADDL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 5'- 0.0' V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 16-07-11 5.03-08 5-06-08 5-04-12 4-03-12 13-04-10 If 5-07 4-03-12 5-04 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GOF/Cq=1.00 1. 2=( 0) 2096 1-11=(-1898) 0 11- 2=(-2339) 0 16- 8=(-866) 10 2- 3=(-1077) 0 11.12=(-1767) 0 2-12=( 0) 2830 8-17z( 0) 471 3. 4=(-1574) 0 12-13=( 0) 1015 12- 3=( -866) 0 17- 9=(-387) 58 4. 5=(-1436) 0 13-14=( 0) 1643 3-13=( 0) 548 5- 6=(-1642) 0 14.15=( 0) 1642 13- 4=( 0) 167 6- 7=(-1168) 0 15.16=( 0) 1634 13. 5=( -361) 0 7. 8=(-1224) 0 16-17=( 0) 1693 5.14=( -17) 121 8- 9=(-2073) 0 17-10=( 0) 2204 15- 6=( 0) 363 9-10=(-2412) 0 6-16=(-1068) 0 16- 7=( -123) 273 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE 'INCHES (SPECIES) 01- 0.0' -486/ OV -78/ 78H 3.50' 0.00 OF ( 625) 5'- 1.7' 0/ 2478V 0/ OH 3.50' 2.39 OF ( 625) 29'- 10.8' 0/ 1333V 0/ OH 3.50' 1.42 OF ( 625) 46'- 4.5' 0/ 1063V 0/ OH 3.50' 1.13 OF ( 625) BRG @ 0'- 0.0' 0.00 DF/ 0.00 HF/ 0.00 SPF BRG @ - 5'- 1.7' 2.39 OF/ 3.68 HF/ 3.51 SPF BRG @ 29'- 10.8' 1.42 DF/ 2.19 HF/ 2.09 SPF BRG @ 46'- 4.5' 1.13 DF/ 1.75 HF/ 1.67 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.191' @ 20'- 8.2' Allowed = 0.814' MAX DL CREEP DEFL =-0.429' @ 20'- 8.2' Allowed = 1.221' MAX TL CREEP DEFL =-0.576' @ 20'- 8.2' Allowed = 1.221' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.429- MAX HORIZ. LL DEFL = 0.022' @ 46'- 1.0' MAX HORIZ. TL DEFL = 0.051' @ 46'- 1.0' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 16-04-03 Design checked for a 300 lb concentrated top chord 5-00-OS 5-06-12 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. __ 12 AA .-a AA_A.r 12 . __ M-5x8(S) M-5x8(S) 1. L • rL L L L L 1 5-01-12 5-04-12 5-06-08. 4-09 5-00 4-00-12 8-03 <PL:10-00-12 *-2X6 INLET 46-04-08 1PROVIDE FULL BE RI G'J s:1 1 6 10 3)M-1.5X3 JOB NAME: 19 at Darby - AZ 1 ENDS TO BE RESTRAINED TO PREVENT ROTATION Truss:. DES. BY: LA DATE: 5/1/2014 SEQ.: 5914637 TRANS ID: 397658 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. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no lime 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 TPINVTCA In SCSI, copies of which will be furnished upon request. MjTek USA, Inc./CompuTrus Software 7.6.6(1L)-E 8-02-12 Scale: 0.1502 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their ten th by continuous sheathing such as plywood sheathing(TC) and/or drywallfBC). 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 Wss, and placed so their center lines coincide with joint center lines. 9. Digits Indicate size of plate In Inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) W GW4 fi LUMBER SPECIFICATIONS TC: 2x4 OF N18BTR BC: 2x4 OF f/18BTR WEBS: 2x4 OF N1&8TR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE: 2x4 BRACING AT 24'OC UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ------------------------------------- " For hanger specs. - See approved plans Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 0 0 fD 0 co O 0 TRUSS SPAN 46'- 4.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 20'- 10.0' TO 25'- 10.0- V ADDL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 5'- 0.0' V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. s de repa DID C r in _TES ..-,.,__ATOR.. _1 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( 0) 1662 1-11=(-1489) 0 11- 2=(-2138) 0 16- 8=(-844) 22 2- 3=(-1373) 0 11-12=(-1369) 0 2-12=( 0) 2667 8.17=( 0) 578 3- 4=(-1555) 0 12-13=( 0) 1271 12. 3=( -660) 0 17- 9=(-439) 60 4- 5=(-1403) 0 13-14=( 0) 1396 3.13=( 0) 299 5- 6=(-1394) 0 14.15=( 0) 1394 13- 4=( 0) 160 6- 7=(-1315) 0 15.16=( 0) 1062 13- 5=( -145) 68 7- 8=(-1049) 0 16.17=( 0) 1391 5-14=( -101) 71 8- 9=(-1918) 0 17-10=( 0) 2054 6.15=( -529) 10 9-10=(-2255) 0 15. 7=( 0) 884 7-16=( -784) 0 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' .344/ OV .881 88H 3.50' 0.00 OF ( 625) 5'- 1.7' 0/ 2276V 0/ OH 3.50' 2.19 OF ( 625) 29'- 10.3' 0/ 1392V 0/ OH 3.50' 1.48 OF ( 625) 46'- 4.5' 0/ 1018V 0/ OH 3.50' 1.09 OF ( 625) BRG @ 0'- 0.0' 0.00 OF/ 0.00 HF/ 0.00 SPF BRG @ 5'- 1.7' 2.19 OF/ 3.38 HF/ 3.22 SPF BRG @ 29'- 10.3' 1.48 OF/ 2.29 HF/ 2.18 SPF BRG @ 46'- 4.5' 1.09 OF/ 1.68 HF/ 1.60 SPF 18-07-11 9-04-10 18-04-03 5-03-08 6-06-08 6-04-12 2-03-12 5-05-04 2-051 5-09-11 5-09-11 6-03-14 11 12 12 4.00I7 M-40M-4x6 M-3x6 ,M-7x6 a 4.00 M- M- r` 0 CV O 5-00 -3x5 2x4 M-3x4 11 M-2x4 U.25a M-3x8 M-3x5 M-5x7 0.259) M-3x4 M-3x5 M-7x6(8) M-2x4+ = M-5x5(S) M-2x4+ M-2x4+ L xL L L L L L 5-01-12 6-04-12 6-06-08 2-09 5-01-12 3-10-088-00 8-06-04 <PL:10-00-12 46-04-08 1PROVIDE FULL :Jts,1.11.1s.10 JOB NAME: 19 at Darby - A22 Scale: 0.1377 WARNINGS: GENERAL NOTES, unless otherwise noted: A22 1. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an Individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: LA Is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by DATE: 5 / 1 / 2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood shesthing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown - + /� SEQ. : 5914638 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 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used In a non -corrosive environment, TRANS I D : 397658 design loads be applied to any component. and are for 'dry condition' of use. 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. fabrication, handling, shipment and installation of components. 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 face. of truss, end placed so their center TPIANICA In BCSI, copies of which will be furnished upon request. Tines coincide with joint center lines. IIIIII II III II I I I III I I III II III) III 9. indicate size inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E For b 10. Far basic connector plate design values see ESR-1311, ESR-1988 (MiTek) p ate d s N O O 0 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.169' @ 20'- 8.2' Allowed = 0.814' MAX OL CREEP DEFL =-0.379' @ 20'- 8.2' Allowed = 1.221' MAX TL CREEP DEFL =-0.510' @ 20'- 8.2' Allowed = 1.221' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.379' MAX HORIZ. LL DEFL = 0.019' @ 46'- 1.0' MAX HORIZ. TL DEFL = 0.044' @ 46'- 1.0' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. E %W4 SI2//4 s de repa Om C r it ..TES , ....__ATOR_ t--, LUMBER SPECIFICATIONS TC: 2x4 OF N1&BTR; 2x6 OF SS T5 BC: 2x6 OF SS WEBS: 2x4 OF H1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE: 2x4 BRACING AT 24.00 MON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,MIBHS,M16 = MiTek MT series 0 0 20-00-03 10-06-06 9-05-13 TRUSS SPAN 46'- 4.5' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0. O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 20'- 10.0' TO 25'- 10.0' V ADDL: TC UNIF LL+DL= 150.0 PLF. 34'- 8.0' TO 46'- 4.5' I ADDL: TC UNIF LL+DL= 302.0 PLF 38'- 6.0' TO 46'- 4.5' V ADDL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 5'- 0.0' V ADDL: TC CONC LL+DL= 547.0 LBS @ 42'- 6.5' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 5-00-12 1 4�-09-1133 ' 5-01-12-� 4-06-15 0-11-04 12 4.001-- M-4x6 M-4x6 6-07-10 19-08-11 6-07-05 7-05 12-03-15 5-07 -02-07 4-00-09 2-02-01 0 6-05 �(3-10-13' 'b-02-093-02-09 12 M-4x6 a 4.00 M-8x12(S) M 3x7 "I in-une v mvnrn -vn n.r m -nrl M`-7x8(S) M-4x8 M-3x6 M-2x4 M-4x5 M-8x14(S) M-2x4 L L L L L L ALL L L L L 5-03-08 7-01-05 7-00-11 1-04-08 5-00 1-04-23M9-083-10-13 3-10-13 3-05-13 5-01-02 L <PL:10-00-12 46-04-08 JOB NAME: 19 at Darby - A23 Truss: fm%r.1 DES. BY: LA DATE: 5/1/2014 SEQ.: 5914639 TRANS ID: 397658 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2z4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 TPIAATCA in BCSI, copies of which will be furnished uparyrequest. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( 0) 1616 1-15=(-1459) 0 2-15=( -442) 40 22-10=( 0) 119 2- 3=( 0) 1643 15.16=( 0) 737 IS- 3=(-2512) 0 10.23=( 0) 2937 3. 4=( -991) 0 16-17=( 0) 1067 3.16=( 0) 427 23-11=( -752) 14 4. 5=(-1011) 0 17-18=( 0) 834 16. 4=( -296) 0 23-12=(-3016) 0 5- 6=( -920) 0 18-19=( 0) 816 4-17=( -215) 55 12-24=( 0) .784 6- 7=( -778) 0 19.20=( 0) 794 17- 5=( -194) 44 24-13=(-1893) 0 7- 8=( -476) 173 20.21=( -552) 295 17- 6=( O) 952 8. 9=( -538) 182 21-22=( 0) 1189 6-18=( -940) 17 9.10=( -269) 695 22-23=( 0) 1187 19- 7=( 0) 1140 10-11=(-3367) 0 23-24=( 0) 5816 7-20=(-1964) 0 11-12=(-3587) 0 24-14=( 0) 7541 B-20=( 0) 436 12-13=(-6480) 0 20- 9=( 0) 1012 13-14=(-8239) 0 9-21=(-1357) 0 21-10=(-1991) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -3331 OV -94/ 95H 3.50' 0.00 OF ( 625) 5'- 3.5' 0/ 2042V 0/ OH 3.50' 1.97 OF ( 625) 30'- 0.0' 0/ 2801V 0/ OH 3.50' 2.70 OF ( 625) 46'- 4.5' 0/ 3657V 0/ OH 3.50' 3.90 OF ( 625) BRG @ 0'- 0.0' 0.00 DF/ 0.00 HF/ 0.00 SPF BRG @ 5'- 3.5' 1.97 DF/ 3.04 HF/ 2.89 SPF BRG @ 30'- 0.0' 2.70 DF/ 4.17 HF/ 3.97 SPF BOG @ 46'- 4.5' 3.90 DF/ 6.02 HF/ 5.74 SPF N O 0 Scale: 0.1252 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their ten&&th by continuous sheathing such as plywood sheathing(TC) and/or drywall%C). 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. S. Prates 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 connector plate design values see ESR-1311. ESR-1988 (MiTek) Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = .0.111: @ 20'- 6.5' Allowed = 0.814 MAX DL CREEP DEFL =-0.381@ 20'- 6.5' Allowed = 1.221: MAX TL CREEP DEFL =-0.467' @ 20'- 6.5' Allowed = 1.221' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.381' MAX HORIZ. LL DEFL = 0.018' @ 46'- 1.0' MAX HORIZ. TL DEFL = 0.057' @ 46'- 1.0' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. s de repa Din C r in .,TES LUMBER SPECIFICATIONS TC: 2x4 OF N18BTR BC: 2x4 OF N18BTR WEBS: 2x4 OF 1118BTR TC LATERAL SUPPORT <= 12'OC. MON. BC LATERAL SUPPORT <= 12'OC. MON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ------------------------------------- ------------------------------------- Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ** For hanger specs. - See approved plans 22-00-03 12-06-06 7-05-13 6-08-01 12 4.00 C--- M-3x5(S) %M ao M-4x10 o 11 12 TRUSS SPAN 46'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 20'- 10.0- TO 25'- 10.0- V ADDL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 5'- 0.0' V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. r 2-07-10 22-00-03 9-05-13 -07-0 9-06-02 12.06-06 6-04-09 5-07 6-04-09 6-08-01 7-05-13 M-4x6 M-4x8 x6� 4x6 12 a 4.00 M-3x5(S) :5 M-3x5 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 2660 1.11=(-2413) 0 11- 2=(-3296) 0 17. 9=(-755) 26 2- 3=( -947) 0 11-12=( -295) 0 2.12=( 0) 1249 9-18=( 0) 228 3. 4=(-1574) 0 12.13=( 0) 1402 12- 3=( -962) 0 4- 5=(-1292) 0 13-14=( 0) 1308 - 3-13=( -64) 158 5- 6=(-1308) 0 14-15=( 0) 1308 13. 4=( -48) 219 6- 7=(-1319) 0 15-16=( 0) 1299 4.14=( -7) 145 7- 8=(-1217) 0 16-17=( 0) 1386 15. 7=( 0) 388 8. 9=(-1791) 0 17.18=( 0) 2226 7-16=( -720) 0 9.10=(-2469) 0 18-10=( 0) 2265 16- 8=( -838) 23 8.17=( 0) 557 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -602/ OV -103/ 103H 3.50' 0.00 OF ( 625) 5'- 1.7' 0/ 2574V 0/ ON 3.50' 2.48 OF ( 625) 29'- 10.3' 0/ 1347V 0/ OH 3.50" 1.30 OF ( 625) 46'- 8.0° 0/ 1075V 0/ OH 3.50' 1.15 OF ( 625) BRG @ 0'- 0.0' 0.00 DF/ 0.00 HF/ 0.00 SPF BRG @ 5'- 1.7' 2.48 DF/ 3.83 HF/ 3.65 SPF BRG @ 29'- 10.3' 1.30 DF/ 2.00 HF/ 1.91 SPF BRG @ 46'- 8.0' 1.15 DF/ 1.77 HF/ 1.69 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.192' @ 20'- 8.2' Allowed = 0.814' MAX OL CREEP DEFL =-0.424' @ 20'- 8.2' Allowed = 1.221' MAX TL CREEP DEFL =-0.593' @ 20'- 8.2' Allowed = 1.221' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.424' MAX HORIZ. LL DEFL = 0.025' @ 46'- 4.5' MAX HORIZ. TL DEFL = 0.057' @ 46'- 4.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDLc4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, -� Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. r2 4c; 0 o < M-3x6 H M-4x8 M-3x5 0.25" M-3x5 M-3x5 M-3x411 0.25" M-2x4 - M-4x411 0 = M-5x5(S) C-2.50.4 = M-5x5(S) C-2.5x3.4 C-2.5x3.4 I. L L L L L L L L 1 5-01-12 5-02-12 5-02-12 5-02-12 5-00 4-00-04 5-04 5-04 6-01-12 L <PL:10-00-12 46-08 1PROVIDE JOB NAME: 19 at Darby - A24 Scale: 0.1357 rn 0 0 cri 5.00 WARNINGS: GENERAL NOTES, unless otherwise noted: A24 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an Individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown «, Incorporation of component Is the responsibility of the building designer. DES. BY: LA 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' and et on respectively unless braced throughout their length by is the responsibility of the erector. Additional permanent bracing of continuous ea such as plywood and/or drywall(BC). continuous ridging DATE: 5 / 1 / 2014 the overall is the responsibility of the building designer. Impact bridging or lateral bracing required where shown . + 3. r mired where s SEQ. : 5914640 4. No load should be applied to any component until after all bracing and uld be a should fasteners are complete and at no time should any loads greater then In 4. Installation of truss is the responsibility of the respecfive contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 397658 design loads be applied to any component. for and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility the necessary. fabrtcation, handling, shipment and installation of components. 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 TPIM/rCA In SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. to IIIIII I II IIII III IIIII I III I III IIII IIII 9. Digits indicate size of plate Inches. MiTek USA, Inc./CompuTrus Software +7.6.6(1 L)-E 10. For basic connector plate design values see ESRA311, ESR-1988 (MiTek) iCI1r Wes'.°4 LUMBER SPECIFICATIONS TC: 2x6 OF SS; 2x4 OF #1&BTR T1 BC: 2x6 OF SS WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 1210C. LON. NOTE: 2x4 BRACING AT 24'OC UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 0.0- Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series M C7 0 38-04.00 MONO HIP SETBACK 8.00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+OL( 34.0)= 74.0 PLF 0'- 0.0- TO 8' TC UNIF LL( 100.0)+DL( 85.0)= 185.0 PLF 8'- 0.0- TO 38' BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'- 0.0- TO 38' TC CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 8'- 0.0 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ( 3) complete trusses required. Join nails together 3 ply with 3'x.131 DIA GUN staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, 9' oc in 2 row(s) throughout 2x6 top chords, 9' oc in 2 row(s) throughout 2x6 bottom chords, 9' oc in 1 row(s) throughout 2x4 webs. s de repa Om C r in -TES ATOR. tvrv/ CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 45 2-10=( -387) 10527 3-10=( -63) 690 14. 8=( 0) 2388 2. 3=(-11190) 426 10-11=( -888) 16497 10- 4=( -12) 2007 8-15=(-10293) 654 3- 4=(-11574) 462 11.12=(-1053) 18006 10. 5=(-5892) 534 15. 9=( -504) 93 0.0' V 4- 5=(-10974) 447 12.13=( -960) 15747 5.11=( 0) 750 4.0- V 5- 6=(-16593) 918 13-14=( -960) 15747 11- 6=(-1515) 195 4.0' V 6- 7=(-17928) 1062 14-15=( -615) 9597 6-12=( -597) 159 7- 8=( -9906) 627 12- 7=( -81) 2322 8. 9=( -21) 33 13- 7=( 0) 312 7-14=(-6222) 378 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -123/ 4084V .28/ 78H 3.50' 1.45 OF ( 625) 38'- 4.0' -269/ 4270V 0/ OH 3.50" 1.52 OF ( 625) BRG @ 0'- 0.0' 1.45 DF/ 2.24 HF/ 2.14 SPF BRG @ 38'- 4.0' 1.52 DF/ 2.34 HF/ 2.23 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240, MAX LL DEFL =-0.360' @ 19'- 5.1' Allowed = 1.258' MAX DL CREEP DEFL =-0.642' @ 19'- 5.1' Allowed = 1.888' MAX TL CREEP DEFL = .1.001' @ 19'- 5.1' Allowed = 1.888' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.642- MAX HORIZ. LL DEFL = 0.063" @ 38'- 0.5' MAX HORIZ. TL DEFL = 0.138' @ 38'- 0.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 30-04-05 which is non -concurrent with other live loads. 7-11-11 14-10-03 15-06-02 4-02 3-09-11 5-03 6-02-07 6-04-03 6-04-03 6-02-07 690.70# 12 4.00 C--- M-4x10 M-3x7 M-3x4 = M-5x5(S) M-3x12 M-3x10 M-2x4 M-2x4 < IIM-3x8 M-3x12 7-02 1-06 <PL:10-00-12 JOB NAME: 19 at Darby - A25 _.Wg�.b 611M, Wall., M-3x4 0.25 = M-8x8(S) 6-04-03 6-02-07 38-04 M-2x4 L 6-00-11 Scale: 0.2144 WARN NOS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and Is for an Individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be InsteOed where shown +. Incorporation of component is the responsibility of the building designer. J. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. end at 10' o.c. respectively unless braced throughout (heir ten by DES. BY: LA is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 5 / 1 / 2014 the overall structure is the responsibility of the building designer. 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. /� S EQ . : 5914641 fasteners are complete and at no time should any loads greater then 5. Design assumes trusses are to be used In a non -corrosive environment, TRANS I D : 397658 design loads be applied to any component and are for condition- of use. 6. Design assumes NII bearing at all supports shown. Shim or wedge if 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. 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 TPINVTCA In SCSI, copies of which will be furnished upon request. (Ines coincide with joint center lines. ini ide III II I II IIIII III I III II I IIII II III 9. Digits size of plate in Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E A. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) M-3x8 M-3x1 6-00-11 6-05-15 ta VwW. EX . 6J3�i114. v 0 m 0 N 5 s dE irepa Dln C r in TES, .,.,,,, :ATOR_ t LUMBER SPECIFICATIONS TC: 2x4 OF N18BTR BC: 2x4 OF g18BTR WEBS: 2x4 OF p18BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 0.0' Connector plate prefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series rn 0 m 0 5-02-04 4-09-07 12 4.00 C--- L 9-05 1-o6<PL:10-00-12 M-5x10 TRUSS SPAN 38'- 4.0' LOAD DURATION INCREASE c 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 26-08-10 6-03-01 6-11-08 6-11-08 M-5x8(S) MHS-504(S) MHS-5x14(S) JOB NAME: 19 at Darby - A26 Truss: Pililq AT 7, C.I DES. BY: LA DATE: 5/1/2014 SEQ.: 5914642 TRANS ID: 397658 7-01-04 6-11-08 6-11-08 38-04 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GOF/Cq=1.00 i- 2=( 0) 46 2-10=( 0) 4033 3.10=( -298) 63 8.14=(-1661) 0 2. 3=(-4338) 0 10.11=( 0) 5100 10- 4=( 0) 807 14- 9=( -84) 11 3- 4=(-4045) 0 11-12=( 0) 4951 10- 5=(-1449) 4 4- 5=(-3785) 0 12.13=( 0) 3510 5-11=( -54) 163 5- 6=(-5102) 0 13-14=(-2) 482 11. 6=( -137) 344 6- 7=(-4951) 0 12. 6=( -554) 29 7- 8=(-3394) 0 12. 7=( O) 1579 8. 9=( -35) 38 7-13=(-1227) 11 13- 8c( 0) 3203 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1804V -39/ 99H 3.50' 1.92 OF ( 625) 38'- 4.0' 0/ 1687V 0/ ON 3.50' 1.80 OF ( 625) BRG @ 0'- 0.0' 1.92 DF/ 2.97 HF/ 2.83 SPF BRG @ 38'- 4.0' 1.80 DF1 2.78 HF/ 2.65 SPF VERTICAL OEFLECTION•LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.370' @ 16'- 6.2' Allowed = 1.258' MAX DL CREEP DEFL =-0.664' @ 16'- 6.2' Allowed = 1.887' MAX TL CREEP DEFL =-1.033' @ 16'- 6.2' Allowed = 1.887' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.664- r MAX HORIZ. LL DEFL = 0.079' @ 38'- 0.5' MAX HORIZ. TL DEFL = 0.172' @ 38'- 0.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 1-07-11 6-11-08 1-02-12 12 a 4.00 M-8x8 -2x4 v 0 0 4 c; 7-10-12 Scale: 0.1734 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component Is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Is the tea onsibili of the erector. Additional permanent bracing of P ty P 9 and et 10'hin respectivelyhasply unless braced throughout their ten66M by 2' continuous continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). the overall structure Is the responsibility of the building designer. 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. 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. 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. fabrication, handling, shipment and Installation of components. 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 =s, and placed so their center TPIAVTCA In BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate In Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) I"a COW94 I6Ar{O"�.'4 .s de repa Gin C r in _..,TES ..,-..-,:ATOR_ ,,..., LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR; 20 OF 210OF T2 BC: 2x4 OF #1&BTR WEBS: 20 OF #1&BTR TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT <= 1210C. LION. NOTE 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,MIBHS,M16 = MiTek MT series TRUSS SPAN 38'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC20131IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 I. 2=( 0) 46 2. 9=( 0) 4053 9. 3=( 0) 178 7-13=( -61) 121 2- 3=(-4362) 0 9-10=( 0) 4051 3-10=( -525) 9 13- 8=( 0) 1684 3. 4=(-3796) 0 10-11=( 0) 4361 10. 4=( 0) 700 8-14=(-1680) 0 4. 5=(-3538) 0 11-12=( 0) 4366 10. 5=( -917) 21 5- 6=(-3601) 0 12-13=( 0) 3564 5-11=( 0) 269 6- 7=(-1238) 0 13-14=(-15) 63 5-12=( -847) 0 7- 8=(-1316) 0 12- 6=( 0) 552 6-13=(-2578) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES). 01- 0.0' 0/ 1811V -48/ 109H 3.50' 1.93 OF ( 625) 38'- 4.0' 0/ 1680V 0/ OH 3,50' 1.79 OF ( 625) BRG @ 0'- 0.0' 1.93 DF/ 2.98 HF/ 2.84 SPF BRG @ 38'- 4.0° 1.79 OF/ 2.77 HF/ 2.64 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.285' @ 12'- 0.0' Allowed = 1.258' MAX OL CREEP DEFL =-0.515' @ 19'- 6.1' Allowed = 1.887' MAX TL CREEP DEFL =-0.798' @ 19'- 4.3' Allowed = 1.887' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.515' MAX HORIZ. LL DEFL = 0.083' @ 38'- 2.2' MAX HORIZ. TL OEFL = 0.181' @ 38'- 2.2' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers whirh re nnn_nnnn„rrnn+ w:+h n+her l:,.e IneAr 11-11-11. 22-08-10 3-07-11 11-11-11 9-07-01 13-01-04 3-08 6-04 5-07-11 7-04-10 8-01-01 7-07-13 3-02-12 Ir 12 12 4.00 L___ M-3x5(S) a 4.00 RA-Avin AA_Avr. L 6-02-04 5-02-12 1-o6 <PL:10-00-12 JOB NAME: 19 at Darby - A27 Truss: A27 DES. BY: LA DATE: 5/1/2014 SEQ.: 5914643 TRANS ID: 397658 MHS-5x14(S) M-2x4 8-01-01 7-07-13 38-04 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. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 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 then 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 TPINVTCA In BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E 8-01-01 Scale: 0.1741 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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). 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 centerlines. 9. Digits indicate size of plate in Inches. 10. For basic connector plate design values see ESR-1311. ESR-1988 (MiTek) M11 -4x5 4 s de repa Om C r in _-TES , .._..._ATOR_ %-, LUMBER SPECIFICATIONS TC: 2x4 OF g1SBTR BC: 2x4 OF H18BTR WEBS: 2x4 OF g18BTR TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT <= 1210C. UON. NOTE: 2x4 BRACING AT 24'OC MON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc U,M20HS,M18HS,M16 =.MiTek MT series 5 13-11-11 6-10-06 12' 4.00 17 TRUSS SPAN 38'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-4371) 0 1- 8=( 0) 4063 8- 2=( 0) 234 11- 6=( 0) 1738 2. 3=(-3539) 0 8. 9=( 0) 4060 2. 9=(-810) 15 6.12=( -872) 0 3- 4=(-3273) 0 9-10=( 0) 3656 9- 3=( 0) 634 12. 7=( 0) 1834 4- 5=(-3639) 0 10-11=( 0) 3143 9- 4=(-462) 34 7.13=(-1654) 0 5. 6=(.3114) 0 11.12=( 0) 1676 4.10=(-258) 39 6- 7=(-1744) 0 12-13=(-15) 62 10. 5=( 0) 603 5.11=(-884) 20 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' '0/ 1693V -57/ 112H 3.50' 1.81 OF ( 625) 38'- 4.0' 0/ 1680V 0/ OH 3.50' 1.79 OF ( 625) BRG @ 0'- 0.0' 1.81 DF/ 2.79 HF/ 2.66 SPF BRG @ 38'- 4.0' 1.79 DF/ 2.77 HF/ 2.64 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.240' @ 14'- 0.0' Allowed = 1.258' MAX DL CREEP DEFL =-0.424' @ 14'- 0.0' Allowed = 1.887' MAX TL CREEP DEFL =-0.661' @ 14'- 0.0' Allowed = 1.887' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.424' MAX HORIZ. LL DEFL = 0.064' @ 38'- 2.2' MAX HORIZ. TL DEFL = 0.140' @ 38'- 2.2' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per 18C 2012 due to maintenance workers which is non -concurrent with other live loads. 18-08-10 5-07-11 7-01-05 5-10-14 6-07-05 6-07-05 5-02-12 12 a 4.00 M-4x10 qY4 M-,IY4 M-7x6 M-5x8(S) M-6x8(S) L 6-08-10 6-08-06 6-09-01 6-07-05 6-07-05 4-11-04 L <PL:10-00-12 , 38-04 JOB NAME: 19 at Darby - A28 Truss: I DES. BY: LA DATE: 5/1/2014 SEQ.: 5914644 TRANS ID: 397658 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. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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/WfCA In BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E Scale: 0.1819 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their Ion &&th by continuous sheathing such as plywood sheathing(TC) and/or dryw IINC' ). 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. f0. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) -4x5 3 a 0 0 in s de repa Gm C r in TES ..._..-_ATOR- 1--, LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR BC: 2x4 OF #18BTR WEBS: 2x4 OF #1SBTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12.0C. UON. NOTE: 2x4 BRACING AT 24'OC UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series v 0 o 0 15-02-03 5-06-03 4-06-11 12 4.00 l7 TRUSS SPAN 38'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 5'- 0.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP - AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-08-07 M -GYri 16-03-10 5-08-08 5-08-08 5-08-08 CBC20131IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-1343) 2237 1- 9=(-1448) 629 9. 2=(-2015) 0 6-13=(-1007) 209 2- 3=(-1719) 627 9-10=(-1409) 682 2-10=( -8) 2187 7-13=( -47) 168 3. 4=(•1864) 106 10-11=( -792) 1867 10. 3=( -840) 27 13- 8=( -36) 1552 4- 5=(.1723) 0 11.12=( -682) 2649 3-11=( -260) 808 8-14=(-1363) 0 5- 6=(-2261) 0 12-13=(-1093) 2982 11- 4=( -116) 337 6- 7=(-1446) 0 13-14=(-2673) 2714 11- 5=( -873) 282 7- 8=(-1582) 0 5-12=( -356) 398 12- 6=( -301) 495 BEARING MAX VEBT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -618/ 534V -27001 2700H 63.50' 0.57 OF ( 625) 5'- 4.4' 0/ 2142V 0/ OH 0.00, 0.00 OF ( 625) 38'- 4.0' 0/ 1397V -2700/ 2700H 3.50' 1.49 OF ( 625) BRG @ 0'- 0.0' 0.57 DF/ 0.88 HF/ 0.84 SPF BRG @ 5'- 4.4' 2.29 DF/ 3.53 HF/ 3.36 SPF BRG @ 38'- 4.0' 1.49 DF/ 2.30 HF/ 2.19 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.084' @ 20'- 5.7' Allowed = 1.089" MAX DL CREEP DEFL =-0.165' @ IS'- 2.5' Allowed = 1.634' MAX TL CREEP DEFL =-0.234' @ 20'- 5.7' Allowed = 1.634' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.178' MAX HORIZ. LL DEFL = 0.060' @ 5'- 4.4' MAX HORIZ. TL DEFL =-0.089' @ 5'- 4.4' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 6-10-03 in the plane of the truss only. Design checked for a 300 lb concentrated top chord 6-05-04 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 M-dYF a 4.00 M-3x5 M-2x4 = M-6x6(S) M-5x6(S) L L rL rL rL L r� L 5-04-07 4-04-15 4-10.03 8-08-08 8-08-08 6-03-08 L <PL:10-00-12 38-04 JOB NAME: 19 at Darby - A29 Truss: I DES. BY: LA DATE: 5/1/2014 SEQ.: 5914645 TRANS ID: 397658 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. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 TPIMrrCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E Scale: 0.1794 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an individual building component. Applicability of design parameters and proper incorporation of component Is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at for o.c. respectively unless braced th Rout Ihelr left th 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 rovided. 8. Plates shall be located on both laces of tmas. and placed so their center lines coincide with joint center lines. 9. Digits Indicate size of plate in Inches. 10. For basic connector plate design values see ESR-11311. ESR-1988 (MiTek) 3x6 4 v 0 0 m S de repo ofl c r in --TES .. ATOR LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR BC: 2x4 OF #1&BTR .WEBS: 2x4 DF #1&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. NOTE 2x4 BRACING AT 24'OC UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED •• For hanger specs. - See approved plans Connector plate prefix designators: C,CN,CI8,CN1B (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 0 0 AD hn o� o < TRUSS SPAN 38'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O:C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 5'- 0.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 17-02-03 12-03'-10 5-03-08 . 5-09-12 5-08 6-06-12 6-06-12 12 A nn r- AA_AvR M-5x12(S)=M-5x5(S) 5-01-12 5-08 5-09-12 <PL:10-00-12 JOB NAME: 19 at Darby - A30 Truss: DES. BY: LA DATE: 5/1/2014 SEQ.: 5914646 TRANS ID: 397658 6-08-08 6-08-08 38-04 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. Additional temporary bracing to Insure stability during construction I. the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 TPINVTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E ' CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( -19) 731 1- 9=(-615) 0 9- 2=(-1880) 0 6-13=( 0) 223 2- 3=(-1789) 0 9.10=(-510) 0 2.10=( 0) 2244 13. 7=( 0) 581 3- 4=(-1993) 0 10-11=( 0) 1649 10- 3=( -608) 11 7-14=(-1718) 0 4- 5=(-1829) 0 11-12=( 0) 2115 3-11=( 0) 233 14- 8=( -160) 23 5. 6=(-1561) 0 12.13=( 0) 2115 11- 4=( 0) 272 6. 7=(-1688) 0 13.14=( 0) 1158 11. 5=( -368) 15 7. 8=( -51) 84 12- 5=( 0) 210 5-13=( -713) 0 BEARING MAX VERT MAX HORZ BRG REOUIRED.BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -32/ 110V -71/ 125H 3.50' 0.12 OF ( 625) 5'- 1.7' 0/ 2008V 0/ OH 3.50'' 1.93 DF ( 625) 38'- 4.0' 0/ 1431V 0/ OH 3.50' 1.53 OF ( 625) BRG @ 0'- 0.0' 0.12.DF/ 0.18 HF/ 0.17 SPF BRG @ 5'- 1.7' 1.93 DF/ 2.99 HF/ 2.85 SPF BRG @ 38'- 4.0' 1.53 OF/ 2.36 HF/ 2.25 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.088' @ 17'- 2.5' Allowed = 1.092' MAX OL CREEP DEFL =-0.148' @ 17'- 2.5' Allowed = 1.637' MAX TL CREEP DEFL =-0.235' @ 17'- 2.5' Allowed = 1.637' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.189' MAX HORIZ. LL DEFL = 0.024' If 38'- 0.5' MAX HORIZ. TL DEFL = 0.052' @ 38'- 0.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. B-10-03 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 4-02-10 4-02-10 which is non -concurrent with other live loads. 12 AA-Avr '= A nn -2x4 a 0 0 m 4 8-03-08 Scale: 0.1821 GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at I O' o.c. respectively unless braced throughout their Lenggth by continuous sheathing such as plywood sheathfng(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing requir9gd 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 Wss, and placed so their center lines coincide with joint center lines. 9. Digits Indicate size of plate in Inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) lu s de repa Oln c r in -TES r-r..-ATOR. (vu ) LUMBER SPECIFICATIONS TC: 2x4 OF 918BTR BC: 2x4 OF p18BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT <= 1210C. MON. BC LATERAL SUPPORT <= 1210C. MON. NOTE: 2x4 BRACING AT 24'OC UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED For hanger specs. - See approved plans M-3x5 where shown; Jts:2-3,7.8,10,12-13 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,1.118HS,M16 = MiTek MT series TRUSS SPAN 38'- 4.0- LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 5'- 0.0' V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 I. 2=( -57) 284 1- 9=(-190) 5 9. 2=(-1229) 0 6-13=(-1546) 0 2- 3=(-1237) 0 9-10=(-133) 4 2-10=( 0) 1247 13- 7=( -657) 19 3. 4=( -944) 27 10-11=( 0) 1117 10- 3=( -251) 30 7-14=( 0) 212 4. 5=( -829) 31 11-12=( 0) 508 3.11=( -375) 35 14- 8=( -137) 24 5- 6=( 0) 114 12-13=(-114) 81 11- 4=( -80) 48 8-15=( -162) 66 6- 7=( 0) 638 13.14=(-115) 43 11- 5=( 0) 531 7- 8=( -33) 186 14-15=( -31) 29 5-12=(-1015) 0 12- 6=( 0) 1034 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 196V -BO/ 135H 3.50- 0.21 OF ( 625) 5'- 1.8' 0/ 1355V 0/ OH 3.50' 1.31 OF ( 625) 29'- 10.3' 0/ 1898V 0/ OH 3.50' 1.83 OF ( 625) 38'- 4.0' -421 187V 0/ OH 3.50' 0.20 OF ( 625) BRG @ 0'- 0.0' 0.21 DF/ 0.32 HF/ 0.31 SPF BRG @ 5'- 1.8' 1.31 DF/ 2.01 HF/ 1.92 SPF BRG @ 29'- 10.3' 1.83 DFI 2.82 HF/ 2.69 SPF BOG @ 38'- 4.0' 0.20 DF/ 0.31 HF/ 0.29 SPF 19-02-03 8-03-10 10-10-03 9-08-06 9-05-13 8-03-05 10-10-08 5-03-08 6-09-1 6-08 4-06-12 4-10-04 5-09-02 4-04-10 12 AA_AvR RA_ Av10 12 ,... M-5x8(S) 5-01-12 6-08 6-09-12 9-03-04 1-11-08 4-04-10 4-01-02 1 r <PL:10-00-12 38-04 PROVIDE FULL BEARING'Jts:1 9 13 15 JOB NAME: 19 at Darby - A31 Truss: fn%.) DES. BY: LA DATE: 5/1/2014 SEQ.: 5914647 TRANS ID: 397658 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. Addtional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 TPINVECA In BCSI, copies of which will be furnished upon request MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E Scale: 0.1694 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters end proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as ptywood sheathing(TC) and/or drywall(eC). 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 rovided. 8. Plates shall be located on both faces of Wss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in Inches. 10. For basic connector plate design values see ESR-1311. ESR-1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.034' @ 19'- 2.5' Allowed = 0.814' MAX DL CREEP DEFL =-0.064' @ 19'- 2.5' Allowed = 1.221' MAX TL CREEP DEFL =-0.094' @ 19'- 2.5' Allowed = . 1.221' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.113' MAX HORIZ. LL DEFL = 0.007' @ 29'- 10.3' MAX HORIZ. TL DEFL = 0.014' @ 29'- 10.3' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads.. V 0 0 c; 5 Thi ign I ad f Input ut t SPA... ABRIL. vno (OD/ LUMBER SPECIFICATIONS TC: 2x4 OF k1&BTR SC: 2x4 OF N1&BTR WEBS: 2x4 OF Ni&BTR TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT - 12'OC. UON. NOTE: 2x4 BRACING AT 24'OC LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M.M26HS.M18HS.A116 = MiTek MT series **-FOR HANGER SPECIFICATIONS -SEE APPROVED PLANS 21-02-03 11-08-06 7-05-09 5-09- TRUSS SPAN 46'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 5'- 0.0' V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (458 ( CBC2013/IBC2012(( MAX MEMBER FORCES 4WR/GDF/Cq=1.001. ))) 18 3- 4=(-929) 668 10-110=(( 470) 1011 10.13=� -213) 3800 1�-16=# 740) 248 5. 6=( 500) 10112 12-13=(•145 545 3.11= •3-5� 54 ( ( 83 11- 4= -5 530 6- 7=( 0) 228 13.14= •144) 84 12- 4= -602) 17 7. 8=(•707 0 14.15= •293 29 12- 5= 0 171 15-16= 0 551 5.13= 0� 151 16. 8= 0 604 5-14= -1691 0 14- 6=( -980) 21 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES 01- 0.0' 0/ 167V •1011 101H 3.50' 0.18 OF ( 625i 5'- 1.7' 0/ 1301V 0/ OH 3.50' 1.25 OF 625 29'- 10.3' 0/ 2264V 01 OH 3.50' 2:18 OF 625 46'• 8.0' 0/ 466V 01 OH 3.50' 0.50 OF 625 BRG @ 0'• 0.0' 0.18 DF/ 0.28 HF/ 0.26 SPF BRG @ 5'- 1.7' 1.25 DF/ 1.93 HF/ 1.84 SPF BRG @ 29'- 10.3' 2.18 DF/ 3.37 HF/ 3.21 SPF BRG @ 46'- 8.0' 0.50 DF/ 0.77 HF/ 0.73 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.038' @ 21'- 2.5' Allowed = 0.814' MAX OL CREEP DEFL =-0.062' @ 21'- 2.5' Allowed = 1.221' MAX TL CREEP DEFL =-0.096' @ 21'- 2.5' Allowed = 1.221' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.155' MAX HORIZ. LL DEFL = 0.008' @ 46'- 4.5' MAX HORIZ. TL DEFL = 0.017' @ 46'- 4.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, All Heights), Enclosed Cat.2, Exp.C, MWFRS(Dir), load 4-03-10 21-02-03 duration factor=1.6 Truss designed for wind loads 9-05-13 4-03-05 9-06-02 11-08-06 in the plane of the truss only. 7-02-13 5-08-08 7-03-01 6:04-10 6-10-01 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 4.00 � M-4x12 M-8x10 a 4.00 = M-5x5(S) = M-5x5(S) 1, 5-01-12 5-02-08 5-02-08 5-02-08 5-03-04 3-09-12 5-04 6-01-12 5-04 1, <PL:10-00-12 46-08 JOB NAME: 19 at Darby - A32 Truss: DES. BY: EE DATE: 5/1/2014 SEQ.: 5914868 TRANS ID: 397687 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. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibilily of the building designer. 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. S. This design is fumished subject to the limitations set forth by TPI/ VTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software +7.6.6(1 L)-E Scale: 0.1483 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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). 3. 2x Impaci 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 connector plate design values see ESR-1311. ESR-1988 (MiTek) �11 LUMBER SPECIFICATIONS TC: 2x4 OF H18BTR BC: 2x4 OF N18BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT - 12'OC. UON. BC LATERAL SUPPORT - 1210C. UON. **-FOR HANGER SPECIFICATIONS -SEE APPROVED PLANS Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 0 0 0 0 23-00-11 M TRUSS SPAN 46'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0. O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 10.0 PLF - 0.0' TO 5'- 0.0' V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Th.' Lgn I ed f input Lit 1 SP/,.-- , ABRIL,,,,,, _ (ODW CBC20131IBC2012 MAX MEMBER FORCES 4WH/GOF/Cy66-1.00 2- 3= -1029� 637 9-171 0=�•4501 823 2.10=)-171O� 230 15.17= -760 628 3- 4=( -931) 81 10-11= 0 987 10. 3= -113) 83 7.16=( 0) 264 4- 5= -368) 79 11-12= 0 413 3.11= 524� 59 5. 6= 0 891 12-13= 0 287 11- 4= 7 751 6. 7= 0) 226 13.14= 0) 289 12. 4= •621) 4 7. 8=( •650) 0 14.15=(•521� 36 12. 5=J 0J 701 15-16= 0 480 5-13= 0 140 16- 8= 0 541 5-14= -1623 0 14. 6=( -959) 38 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES ((SPECIES 01• 0.0' -2/ 176V -1111 111H 3.50' 0.19 !SF ( 625 5'• 1.7' 0/ 1289V 01 OH 3.50' 1.24 OF ((( 625 29'- 10.3' 0/ 2263V 01 OH 3.50: 2.41 OF ( 625 46'- 8.0' 01 482V 0/ OH 3.50' 0.51 OF ( 625 BRG @ 0'- 0.0' 0.19 DF/ 0.29 HF/ 0.28 SPF BRG @ 5'- 1.7' 1.24 OF/ 1.92 HF/ 1.83 SPF BRG @ 29'- 10.3' 2.41 DF/ 3.73 HF/ 3.55 SPF BRG @ 46'- 8.0' 0.51 DF1 0.79 HF/ 0.76 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.031' @ 15'- 3.9' Allowed = 0.814' MAX OL CREEP DEFL =-0.057' @ 15'- 3.9' Allowed = 1.221' MAX TL CREEP DEFL =-0.083' @ 15'- 3.9' Allowed = 1.221' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.203' MAX HORIZ. LL DEFL = 0.010' @ 46'- 4.5' MAX HORIZ. TL DEFL = 0.019' @ 46'- 4.5' Wind: 110 mph h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, IAll Heights), Enclosed Cat.2, Exp.C, MWFRS(Dir), load duration factor=11.6 13 O6 14 9-05-13 0-061-05 9-06-02 13-06-14 Truss designed for wind loads e 6 01 01 7 03 05 6 11 -13 1-plane of the truss only. 11 -OB 6 11 13 7 03 05 8 01-01 in the checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 12 12 which is non -concurrent with other live loads. 4.001---- M-412 M-8x12 a 4.00 0-06-10 23-00-11 M-5x5(S) M-2x4 = M-5x5(S) 5-01-12 5-10 5-10 5-10 1.06-04 5-08-04 5-04 5-04 6-01-12 1 <PL:10-00-12 46-08 1PROVIDE FULL BEARING*Jtso1.9-a__61 JOB NAME: 19 at Darby - A33 Truss: /'® DES. BY: EE DATE: 5/1/2014 SEQ.: 5914869 TRANS ID: 397687 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. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 TPIANTCA In BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software +7,6.6(1L)-E Scale: 0.1483 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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). 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, end placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in Inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 0 0 Th: ign Ed f Input )ut I SPr., , ABRI'vnr (OD/ LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR BC: 2x4 OF #18BTR WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M26HS,M18HS,M16 = MiTek MT series **-FOR HANGER SPECIFICATIONS -SEE APPROVED PLANS TRUSS SPAN 46'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 20'- 10.0' TO 25'- 10.0' V ADDL: BC UNIF LL+DL= 10.0 PLF 01- 0.0' TO 51- 0.0' V BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY CBC 2013. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. CBC2013/IBC2012 MAX MEMBER FORCES 4WH/GDF/Cq=1.00 1- 2= 0 1636 1-10= •1459 0 10. 2=!•1229 0 7-15= 0 559 2. 3= •1718; 0 10-11= -1334 0 2-11=1 0 2927 15. 8=-755j 26 3. 4= •1625) 0 11-12= 0 1575 11- 3=( -531 10 8.16= 0) 227 4. 5= •241) 196 12-13= 0 1437 3-12=� -181 64 5- 6= -268 97 13.14= 0 1435 12. 42 0 258 6- 7= -1428) 0 14-15=( 0) 1542 4. 6= 0 ((-1431 8- 9=t-2698� 1 0 16-9=� 0� 2442 1 2478 6-136 4=( -682 14. 7= -8211 0 25 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES ((SPECIES 01- 0.0' -3551 OV -114/ 114H 3.50' 0.00 OF 625 5'- 1.7' 0/ 2363V 0/ OH 3.502.28 OF 625 29'- 10.3' 0/ 1303V 0/ OH' 3.50' 1.39 OF 625 46'• 8.0' 0/ 1151V 0/ OH 3.50' 1.23 OF ' 625 BRG @ 0'- 0.0' 0.00 DF/ 0.00 HF/ 0.00 SPF BRG @ 5'- 1.7' 2.28 DF/ 3.51 HF/ 3.35 SPF BRG @ 29'• 10.3' 1.39 DF/ 2.14 HF/ 2.04 SPF BRG @ 46'• 8.0' 1.23 OF/ 1.89 HF/ 1.80 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.201' @ 20'- 9.4' Allowed = 0.814' MAX DL CREEP DEFL =-0.444' @ 20'- 9.4' Allowed = 1.221" MAX TL CREEP DEFL =-0.599' @ 20'- 9.4' Allowed = 1.221" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.444' MAX HORIZ. LL DEFL = 0.024' @ 46'- 4.5' MAX HORIZ. TL DEFL = 0.055' @ 46'- 4.5' Wind: 110 %, h=15ft TCDL=10.2,BCDL=4.2, ASCE 7-10 / All Heights), Inclosed, Cat.2, Exp.C, MWFRS(dir), load duration factor=1.6 11 11 O6 11-04-10 11 04-10 11 11 06 Truss designed for wind loads in the plane of the truss only. 5-03-08 7-10-13 7-05-15 2-07-1 2-09-08 6-04-09 -08-01 1 7-05.13 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 12 IIM-4x4 12 which is non -concurrent with other live loads. 4.00 t7 d 4.00 0 Co M-5x7 rn 1 q * to o < *M 3x4 5-01-12 23-04 M-3x5(S) M- 2x4 7-09-01 25" M-6x8(S) JOB NAME: 19 at Darby - A34 Truss: DES. BY: EE DATE: 5/1/2014 SEQ.: 5914870 TRANS ID: 397687 23-04 M-3x6 __Ji�-_ M-3x10 m M-3x5 M-3x5(S) c 6M-3x5 + 5-00 cc rn s T 12 13 0.25 14 15 16 o M-4X6 M-3x5 M-3x4 M-2x4 M-3x6 0 M-2x4+ = M-2x4+ M-5x5(S) 7-09-07 5-01-12 4-00-04 5-04 5-04 6-01-12 46-08 1PROVIDE FULLG 0 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. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 then 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. S. This design Is furnished subject to the limitations set forth by TPIfWTCA in BCSI, Copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software +7.6.6(1 L)-E Scale: 0.1483 GENERAL NOTES, unless otherwise noted: i. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of Component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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(SC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective Contractor. S. 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 orwedge 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 connector plate design values see ESR-1311, ESR-1988 (MiTek) _� Www.•4 LUMBER SPECIFICATIONS TC: 2x4 OF N18BTR BC: 2x6 OF SS WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT - 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. LION. Connector plate prefix desi nators: C,CN,CI8,CN16 (or no pre fixgj = CompuTrus, Inc M,M20HS,MiBHS,M16 = MiTek MT series ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc in 1 row is throughout 2x4 top chords, 9' oc in 2 row throughout throughout 2x6 bottom chords, 9° oc in 1 rowl(s throughout 2x4 webs. 6-00-06 TRUSS SPAN 21'- 6.0' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0' O.C. LOADING ADDL: TC UNIF LLl 20.0)+DL( 17.0 = 37.0 PLF 0'- 0.0: TO 21'- 6.0 V ADDL: TC UNIF LL( 20.0)+DL( 17.0�= 37.0 PLF 0'- 0.0' TO 21'- 6.0' V ADDL: BC UNIF LL 4.2 +DL 5.0 = 9.2 PLF 2'- 8.7' TO 19'- 8.7' V ADDL: B UNIF L +DL= 7.0 PLF 0'- 0.0' TO 21'- 6.0' V ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 21'- 6.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT'BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10-09 4-08-10 4-08-10 10-09 Thi gn F Id fi )put, ut b SPA... BRIGr,r (JCS CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cqq=1.00 1.2= -2412) 716 1-6=(-1638 3562 2-6= -540) 206 632 744 4-5=-24116J 716 7"5=}•1636� 3564 �-4=�- $ 748 206 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES SPECIES 01- 0.0' .308/ 1021V -3870/ 3870H 3.50' 0.54 OF ( 625; 21'- 6.0' -307/ 1028V -3670/ 3870H 3.50' 0.55 OF ( 625) BRG @ 0'- 0.0' 0.54 DF/ 0.84 HF/ 0.80 SPF BRG @ 21'- 6.0' 0.55 DF/ 0.85 HF/ 0.81 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.043' @ 13'- 10.7' Allowed = 0.697' MAX DL CREEP DEFL =-0.065' @ 13'- 10.7' Allowed = 1.046' MAX TL CREEP DEFL =-0.093' @ 13'- 10.7' Allowed = 1.046' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.065' MAX HORIZ. LL DEFL = 0.015' @ 21'- 2.5' MAX HORIZ. TL DEFL = 0.024' @ 21'- 2.5' 180.00 PLF SEISMIC LOAD, Wind: 110 rit h=15ft TCDL=10.21BCDL=4.2, ASCE 7-10, (All Heights), inclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord 6 00 06 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 4.00 C-' M-4x5 a 4.00 e n- 7-07-04 6-03-08 7-07-04 I. I <PL:10-00-12 21-06 JOB NAME: 19 at Darby - A35 Truss: A%35 DES. BY: EE DATE: 6/30/2014 SEQ.: 5983065 TRANS ID: 402538 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 20 compression web bracing must be Installed where shown +, 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 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/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E Scale: 0.3015 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. - 2. Design assumes the top and bottom chords to be laterally braced at 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). 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. S. 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 connector plate design values see ESR•1311, ESR•1988 (MiTek) u7 0 0 LUMBER SPECIFICATIONS TC: 2x4 OF H18BTR BC: 2x4 OF N18BTR WEBS: 2x4 OF g18BTR TC LATERAL SUPPORT <= 12'OC. LON. BC LATERAL SUPPORT <= 12'OC. LON. OVERHANGS: 19.1' 19.1' Connector plate prefix designators: ' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series v 0 v co�0 0 5-09-06 12 4.00 17 1.06 <PL:10-00-12 7-05-04 JOB NAME: 19 at Darby - A36 Truss: Q I DES. BY: EE DATE: 5/1/2014 SEQ.: 5914872 TRANS ID: 397687 TRUSS SPAN 21'- 6.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 21'- 6.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10-09 ENSM111 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. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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. S. This design is furnished subject to the limitations set forth by TPIANTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E 4-11-10 M-4x5 e n 6-07-08 21-06 Thi gn F !d fi nput Lit b SPAT -BRIG,-. . (OD) MAX MEMBER FORCES 4WR/GDF/C -1.00 CBC20131I06 420� (45 40 (BC2012 3- 4=(-2105) 9- 6=�0 2211 4- 9=� 677 4- 5= -2105 0 9- 5='-427) 45 5. 6=-2402� 0 6- 7= 0) 46 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1168V .45/ 45H 3.50' 1.25 OF 625 21'- 6.0' 0/ 1168V 0/ OH 3.50' 1.25 OF 625) BRG @ 0'- 0.0' 1.25 DF/ 1.92 HF/ 1.83 SPF BRG @ 21'- 6.0' 1.25 DF/ 1.92 HF/ 1.83 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.068' @ 10'- 9.0' Allowed = 0.697' MAX DL CREEP DEFL =-0.149' @ 7'- 5.3' Allowed = 1.046' MAX TL CREEP DEFL =-0.215' @ 7'- 5.3' Allowed = 1.046' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.149' MAX HORIZ. LL DEFL = 0.022' @ 21'- 2.5' MAX HORIZ. TL DEFL = 0.053' @ 21'- 2.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, lAll Heights), Enclosed Cat.2, Exp.C, MWFRS(Dir), oad duration factor=l.6 Truss designed for wind loads in the plane of the truss only. 10-09 Design checked for a 300 lb concentrated top chord 5 09 06 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 a 4.00 7-05-04 Scale: 0.2938 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywell(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used In a non -corrosive environment, and am 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 connector plate design values see ESR-1311, ESR-1988 (MiTek) 1-06 u2 0 0 11111111111111 Thi gn { fd fi oput ut b SPAitz� t-ABRI(,Aivna (OD) LUMBER SPECIFICATIONS TC: 2x4 OF N18BTR BC: 2x4 OF N18BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT - 12'OC. UON. Staple or equal at non-structural vertical members (uon). Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series v 0 v rn c%1t0 0 M-3x4 1-06 <PL:10-00- TRUSS SPAN 21'- 6.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADDL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 21'- 6.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. Wind: 110 mPhi I h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, lAl1 Heghts), Enclosed, Cat.2, Exp.C, MWFRS(Dir), oad duration factor=l.6 Truss designed for wind loads in the plane of the truss only. EXCEPTION: FOR EXTERIOR STUD REFER TO COMPUTRUS STANDARD GABLE END DETAIL. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. Truss designed for 42 outlookers. 2x4 let -ins of the same size and grade as structural tap chord. Insure tigght fit at each end of let -in. Outlookers must be cut with care and are permissible at inlet board areas only. Note:Truss design requires continuous bearing wall for entire s an UON. 10-09 10-09 5-09-06 4-11-10 4-11-10 5-04-08 . 4.00 C - M-45 a 4.00 e na 7-05-04 JOB NAME: 19 at Darby - A37 = M-5x5(S) 6-07-08 21-06 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss:A37 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. DES. BY: E E 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their length by DATE: 5 / 1 / 2014 D is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(rC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5914873 4. No load should be applied to any component until after all bmcing and fasteners are complete and at no time should any loads greater then 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 397687 design loads be applied to any component. for the and are for "dry condition' of use. S. Design assumes full bearing at all supports shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility necessary. febricalion, handling, shipment and installation of components. 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 TPINVECA in BCSI, copies of which will be famished upon request. lines with Tines coincide with Joint denier lines. IIIII II II II III III I IIIII I IIIII I IIIII 9. Indicate of plate to Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1 e88 (MiTek) \\ 6 �C> 7 0 0 M-3x4 L 9-00-06 �L r� 1-06 F i $XP 61 ill LUMBER SPECIFICATIONS TC: 2x4 OF H18BTR BC: 2x4 OF g18BTR WEBS: 2x4 OF H18BTR TC LATERAL SUPPORT <= 12'OC. LON. BC LATERAL SUPPORT <= 1210C. UON. OVERHANGS: 19.1' 19.1' Staple or equal at non-structural vertical members (uon). Connector plate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M26HS,M18HS,M16 = MiTek MT series M TRUSS SPAN 11'- 1.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-06-12 5-06-12 5-06-12 7-01-14 12 12 4.00 C� a 4.00 M-4x5 Thi ign I ad f Input vt t SPA,co rABRIL,r ivna (OD) CBC2013/IBC2012 MAX MEMBER FORCES 4WH/GDF/Cq=1.00 1-2=( 0) 46 2-6=(-711� 1368 6-3=(0) 218 2.3=+j(.936) 290 6-4=(-771 1368 3.4= -936) 290 4-5= 0) 46 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES SPECIES 01- 0.0' -it/ 604V -2002/ 2002H 3.50' 0.64 OF 625j 11'- 1.5' -11/ 604V -2002/ 2002H 3.50' 0.64 Df 625) BRG @ 0'- 0.0' 0.64 DF/ 0.99 HF/ 0.95 SPF BRG @ 11'- 1.5' 0.64 OF/ 0.99 HF/ 0.95 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.019' @ 5'- 6.8' Allowed = 0.351' MAX DL CREEP DEFL =-0.023' @ 5'- 6.8' Allowed = 0.527' MAX TL CREEP DEFL =-0.042' @ 5'- 6.8' Allowed = 0.527' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.031' MAX HORIZ. LL DEFL = 0.013' @ to,- 10.0: MAX HORIZ. TL DEFL = 0.018' @ 10'- 10.0 5-06-12 5-06-12 L L L 1-06 <PL: 9-00-12 11-01-08 1-06 JOB NAME: 19 at Darby - A38 Scale:0.4205 Truss: DES. BY: EE DATE: 5/1/2014 SEQ.: 5914874 TRANS ID: 397687 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. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. S. This design is furnished subject to the limitations set forth by TPIANfCA In SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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). 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 ere for *dry condiflon' 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 connector plate design values see ESR-1311, ESR-1988 (MITek) Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, lAll Heights), Enclosed, Cat.2, Exp.C, MWFRS(Oir), oad duration factor=1.6 Truss designed for wind loads in the plane of the truss only. EXCEPTION: FOR EXTERIOR STUD REFER TO COMPUTRUS STANDARD GABLE END DETAIL. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. Truss designed for 4x2 outlookers. 2x4 let -ins of the same size and grade as structural top chord. Insure tigght fit at each end of let -in. Outlookers must be cut with care and are permissible at inlet board areas only. (h 0 O rCAfi Thi gn F !d ft nput, ut b SPA.--EIRIGr)i (OD) LUMBER SPECIFICATIONS TC: 2x4 OF H18BTR BC: 2x4 OF k18BTR WEBS: 2x4 OF k16BTR TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT <= 1210C. UON. OVERHANGS: 19.1' 19.1' Connector ??late prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series V> O N O N u') OtO O 12 4.00 C--- 1-06 <PL: 9-00-12 JOB NAME: 19 at Darby - A39 TRUSS SPAN 11'- 1.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. MI.-AIN 5-06-12 IIM-4x4 11-01-08 CBC2013/IBC2012 MAX MEMBER FORCES 4WRIGOF/Cq=1.00 1-2=( 0) 46 2.6=(0) 662 6-3=(0) 218 2-3=(-769) 0 6-4=(0) 662 3.4=(-769) 0 4.5=( Ol 46 BEARING MAX VERT MAX HORZ ERG REQUIRED ERG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES ((SPECIES 0'- 0.0' -11/ 604V .221 22H 3.50' 0.64 tlF ( 625` 11'- 1.5' -11/ 604V 0/ OH 3.50' 0.64 OF ( 625) ERG @ 0'- 0.0' 0.64 DF/ 0.99 HFI 0.95 SPF BRG @ 11'- 1.5' 0.64 DF/ 0.99 HF/ 0.95 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.012' @ -1'- 6.6' Allowed = 0.106' MAX DL CREEP DEFL =-0.023' @ 5'- 6.8' Allowed = 0.527' MAX TL CREEP DEFL =-0.035' @ 5'- 6.8' Allowed = 0.527' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.031' MAX HORIZ. LL DEFL = 0.004' @ 10'- 10.0' MAX HORIZ. TL DEFL = 0.009' @ 10'- 10.0- Wind: 110 mphl h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 5-06-12 in the plane of the truss only. 12 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers a 4.00 which is non -concurrent with other live loads. 5-06-12 Scale: 0.4720 WARNINGS: GENERAL NOTES, unless otherwise noted: A 31 9 1. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an Individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown +, Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: E E Is the responsibility of the erector. Additional pe manent bradng of 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). DATE: S / 1 / 2014 the overall structure is the responsibility of the building designer. 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. /� SEQ . : 5914875 fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used In a non -corrosive environment, TRANS I D : 397687 design loads be applied to any component. and are for 'dry condition' of use. S. 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. fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage is provided. S. 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 famished upon request. oin lines coincidewith joint center lines. IIIIII II II I I IIII IIIII IIIII IIII IIII IIII 9. Digits indicate size of plate In Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) MR u) O O E0 61W.4 S/i-5 LUMBER SPECIFICATIONS TC: 2x4 DF k18BTR BC: 2x4 DF N18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M26HS,M18HS, 16 = MiTek MT series 12 4.00 C--- to N N f� O O C j<PL: 9-00-12 JOB NAME: 19 at Darby - A40 TRUSS SPAN 11'- 1.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL(( 17.0) ON TOP CHORD = 37.0 PSF UL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-06-12 IIM-4x4 11-01-08 Scale: 0.6618 GENERAL NOTES, unless otherwise noted: A40WARNINGS: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and Is for an Individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown incorporation of component Is the responsibility of the building designer. DES. BY: EE 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by Is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(rC) and/or drywall(SC). DATE: 5 / 1 / 201 4 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5914876 4. No toad should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than 4. Installation of truss Is the responsibility of the respective contractor. S. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 397687 design loads be applied to any component. and are for 'dry condition' of use. 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. fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage Is provided. ` 8. 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 TPINVECA in BCSI, copies of which will be famished upon request lines coincidewith joint center lines. IIII II I II II III I III II II III I IIII IIII 9: Digits Indicatlicete size of plate In Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Thign ) td fi nput ut h SPAW BRIT miuno (OD) Wind: 110 mpht h=15ft TCDL=10.2 BCDL=4.2, ASCE 7-10 lAl1 Neights), inclosed Cat.2, Exp.C, MWFRS(bir), oad duration factor=l.6 Truss designed for wind loads in the plane of the truss only. Gable end truss on continuous bearing wall UON. 1 -1 x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers, which is non -concurrent with other live loads. 5-06-12 12 a 4.00 N' O O Th: ign I ed f mput tut I SPAico rABRIl.n . (OD) LUMBER SPECIFICATIONS TC: 2x4 OF H18BTR BC: 2x4 OF N18BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT - 12'OC. LION. Connector plate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M2bHS,M18HS, 16 = MiTek MT series 12 4.00 1--- v 0 o^ 0 o < <PL: 9-00-12 JOB NAME: 19 at Darby - A41 TRUSS SPAN 10'- 10.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-05-04 I I M-4x4 10-10-08 Scale: 0.6995 WARNINGS: GENERAL NOTES, unless otherwise noted: Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an IndividualTruss AMA1. : DES. BY: E E DATE: 5 / 1 / 2014 and Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown +, 3. Additional temporary bracing to Insure stability dudng construction Is the responsibility of the a actor. Add tional permanent breUng of the overall structure is the responsibility of the building designer. building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(rC) and/or drywall(SC). 3. 2x Impact bridging or lateral bracing required where shown ++ t1 S EQ . : 5914877 TRANS I D : 397687 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. S. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and Installation of components. B. This design is fumishetl subject to the limitations set forth by � TPINVECA in SCSI, copies of which will be furnished upon request 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 shell be located on bath laws of truss, and placed so their center lines coincide with joint center lines. (IIIII I I I II IIIII I III II II (III (III (III MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 9. Digits Indicate size of plate in Inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 5-05-04 Wind: 110 VI h=15ft TCDL=10.2 BCDL=4.2, ASCE 7.10 lAll Heights), inclosed Cat.2, Exp.C, MWFRS(bir), oad duration factor=l.� Truss designed far wind loads in the plane of the truss only. Valley truss on continuous support. M-1x2 or equal typical at stud verticals. Refer to CompuTrus standard Valley Detail for complete specifications. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is.non-concurrent with other live loads. 12 a 4.00 v 0 �o 0 0 Thi gn F ad fi nput Lit b SPAIco rmBRIGmivna (JC) LUMBER SPECIFICATIONS TC: 2x4 OF H1&BTR BC: 2x4 OF H1&BTR WEBS: 2x4 OF N1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. Staple or equal at non-structural vertical members (uen). Connector plate prefix desi nators: C,CN,CI8,CNIB (or no prefix = CompuTrus, Inc M,M20HS,MIBHS,M16 = MiTek MT series t7 0 rat0 0 TRUSS SPAN 15'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. n Wind: 110 mpht h=15ft TCDL=10.2,BCDL=4.2, ASCE 7-10 lAl1 Heights), inclosed, Cat.2, Exp.C, MWFRS(bir), oad duration factor=1.6 Truss designed for wind loads in the plane of the truss only. EXCEPTION: FOR EXTERIOR STUD REFER TO COMPUTRUS STANDARD GABLE END DETAIL. Design checked for a 300 lb concentrated tap chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. Truss designed for 4x2 outlookers. 2x4 let -ins of the same size and grade as structural top chord. Insure tigght fit at each end of let -in. Outlookers must be cut with care and are permissible at inlet board areas only. Note:Truss design requires continuous bearing wall for entire span UON. 7-06 7-06 12 12 4.00 t7 M-4x5 a 4.00 M-3x5 * 0. M-3x5 I I M-2x4 2 M-2x4 M-3x5 M-3x5 to -- o M-3x4 M-2x4 M-Rx4 0 1.06 <PL:10-00-12 15-00 JOB NAME: 19 at Darby -, A44 Truss: DES. BY: EE DATE: 6/30/2014 SEQ.: 5983066 TRANS ID: 402538 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. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibilily of the building designer. 4. No bad should be applied to any component until after all bracing and fasteners are complete end at no time should any loads greater than design loads be applied to any component. S. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installationof components. it. This design Is furnished subject to the limitations set forth by TPI/WfCA in SCSI, copies of which will be furnished upon request. M fek USA, Inc./CompuTrus Software 7.6.6(1 L)-E Scale: 0.4532 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the lop and bottom chords to be laterally braced at 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). 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. S. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is proNded. 8. Plates shall be located on both faces of truss, antl placed 5o their center lines coincide with joint center lines. 9. Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 1-06 SONte -14 Thi gn ) ad fi nput ut b SPAfey FABRICATORS (JC) LUMBER SPECIFICATIONS TC: 2x4 OF q1&BTR BC: 2x4 OF f11&BTR WEBS: 2x4 OF q1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12'OC. LON. Staple or equal at non-structural vertical members (uon). Connector pplate prefix desi nators: C,CN,CI8,CN18 (or no prefix = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 15'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-06 If 12 4.00 C--- M-4x5 Wind: 110 mph, h=15ft TCDL=10.2,BCDL=4.2, ASCE 7-10 lAll Heights), inclosed, Cat.2, Exp.C, MWFRS(bir), oad duration factor=l.6 Truss designed for wind loads in the plane of the truss only. EXCEPTION: FOR EXTERIOR STUD REFER - TO COMPUTRUS STANDARD GABLE END DETAIL. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. Truss designed for 4x2 outlookers. 2x4 let -ins Note:Truss design requires continuous of the same size and grade as structural top be wall for entire span LION. chord. Insure tigght fit at each end of let -in. Outlookers must be cut with care and are permissible at inlet board areas only. 7-06 12 a 4.00 < M-3x4 - M-2x4 M-3x4 <PL:10-00-12 JOB NAME: 19 at Darby - A44A Truss: i DES. BY: EE DATE: 6/30/2014 SEQ.: 5983067 TRANS ID: 402538 7-06 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. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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/WrCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E 15-00 Scale: 0.5360 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used In a non -corrosive environment, and are for "dry condition' of use. S. 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 connector plate design values see ESR-1311, ESR-1988 (MiTek) 7-06 ONTO, FXP..12-3;1-1Q N4 � '0 CFti1-� N Cq O II " Thi gn p d ft Iputl it b IIIIIIIIIIIII SPArw r BRIC..... (JC) LUMBER SPECIFICATIONS TRUSS SPAN 15'• 0.0' CBC2013/IBC2012 MAX MEMBER FORCES 4WA/GDF/Cqq=1.00 TC: 2x4 OF k1&BTR LOAD DURATION INCREASE = 1.25 1.2=( 0) 46 2.6=(0) 930 6.3=(0) 301 BC: 2x4 OF N1&BTR SPACED 24.0' O.C. 2.3=(-1074) 0 6-4=(0) 930 WEBS: 2x4 OF H1&BTR 3-4=((-1074 0 LOADING 4-5= 0 46 TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH OVERHANGS: 19.1' 19.1' LOCATIONS REACTIONS REACTIONS SIZE INCHES ((SPECIES LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -4/ 774V -28/ 28H 3.50' 0.83 ( 625 ,Connector plate prefix des. nators: REQUIREMENTS OF'CBC 2013 NOT BEING MET. 151• 0.0' -4/ 774V 0/ OH 3.50° 0.83 OF ( 625 C,CN,CI8,CN18 (or no prefix = CompuTrus, Inc M,M20HS,M18HS,M16 = M.Tek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP BRG @ 0'- 0.0' 0.83 DF/ 1.27 HF/ 1.21 SPF AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 15'- 0.0' 0.83 OF/ 1.27 HF/ 1.21 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.023" @ 7'- 6.0' Allowed = 0.481' MAX DL CREEP DEFL =-0.046' @ 7'- 6.0' Allowed = 0.721' MAX TL CREEP DEFL =-0.069' @ 7'- 6.0' Allowed = 0.721' RECOMMENDED CAMBER (BASED ON DL DEFL)=•0.046° MAX HORIZ. LL DEFL = 0.007' @ 14'- 8.5' MAX HORIZ. TL DEFL = 0.017' @ 14'- 8.5' Wind: 110 h=15ft TCOL=10.2IBCDL=4.2, ASCE 7-10 (All Heights), inclosed, Cat.2, Exp-C, MWFRS(dir), load duration factor=1.6 Truss des.gned for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord 7-06 7_06 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 4.00 � IlM 4X4 34.0" a 4.00 1 Cl) 0 co to o -- 2.0" .. ur �o 6 c < M-3x4 M-2x4 M-3x4 0 1-06-<PL:10-00-12 . JOB NAME: 19 at Darby - A45 7-06 7-06 15-00 s-1o• n gaoo WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an Individual Truss: A45 and Warnings before construction commences. building component. Applicability of design parameters and prroperg 2. 2x4 compression web bracing must be Installed where shown +, Po component Is the responsibility of the buildingdesigner. DES. BY: E E 3Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by is the. responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE • 6 30 201 4 the overelI structure Is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bradng and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5983068 fasteners are complete and at no time should any loads greater then 5. Design assumes trusses are to be used in a non-oortosive environment, TRANS I D : 402538 design loads be applied to any component. for the and are for "dry condition" of use. S. Design assumes full bearing at all supports shown. Shim or wedge if , S. CompuTrus has no control over and assumes no responsibility necessary. fabrication, handling, shipment and installation of components. 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 TPIIWfCA in SCSI, espies of which will be furnished upon request. Tines coincide with Joint center lines. IIIIII I II IIIII IIIII I III IIIII I II II III 9. con site plate In Inches. MiTSk USA, Inc./CompuTrus Software +7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MITek) ForDigitsb sic p 1-06 Thi -.gn F Id fl nput ut h SPA_- ..IBRIG,_., _., WC'r LUMBER SPECIFICATIONS TC: 2x4 OF N18BTR BC: 2x4 OF N18BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series c1 O N Lo O O TRUSS SPAN 15'- 0.0' CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LOAD DURATION INCREASE = 1.25 1-2=(-1077� 0 1-4=10) 933 4.2=(0) 301 SPACED 24.0' O.C. 2-3=(-1077 0 4-3= 0 933 LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH DL ON BOTTOM CHORD = 7.0 PSF LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES] TOTAL LOAD = 44.0 PSF 01- 0.0' 0/ 660V -231 23H 3.50' 0.70 OF ( 6253 15'- 0.0' 0/ 660V 0/ OH 3.5625 0° 0.70 DF ( LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BRG @ 0'- 0.0' 0.70 DF/ 1.09 HF/ 1.04 SPF BRG @ 15'- 0.0' 0.70 DF/ 1.09 HF/ 1.04 SPF BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.023' @ 7'- 6.0' Allowed = 0.481' MAX DL CREEP DEFL =-0.046' @ 7'- 6.0' Allowed = 0.721' MAX TL CREEP DEFL =-0.069' @ 7'- 6.0' Allowed = 0.721' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.046' MAX HORIZ. LL DEFL = 0.007' @ 14'- 8.5' MAX HORIZ. TL DEFL = 0.017' @ 14'- 8.5' Wind: 110 mph, h=15ft TCDL=10.2,BCDL=4.2, ASCE 7-10, lAll Heights), inclosed, Cat.2, Exp.C, MWFRS(Dir), oad duration factor=l.6 Truss designed for wind loads in the plane of the truss only. 7-06 7-06 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 12 12 which is non -concurrent with other live loads. 4.00 17 a 4.00 ItM-4x4 7-06 7-06 <PL:10-00-12 15-00 JOB NAME: 19 at Darby - A45A Truss: A45 DES. BY: EE DATE: 6/30/2014 SEQ.: 5983069 TRANS ID: 402538 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. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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. S. CompuTrus has no central 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/ VECA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E Scale: 0.4235 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top. and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(SC). 3. Zx 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-comsive 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. S. Plates shall be located on both faces of truss, and placed so their center tins coincide with joint center lines. 8. Digits indicate sae of plate in inches. 10. For basic connector plate design values see ESR-1311, ESRA 988 (MiTek) O LUMBER SPECIFICATIONS TC: 2x4 OF H1&BTR BC: 2z6 OF SS WEBS: 2x4 OF H1&BTR TC LATERAL SUPPORT <= 12°OC. LION. BC LATERAL SUPPORT <= 12°OC. UON. OVERHANGS: 19.1' 0.0' Connector plate prefix desi nators: C,CN,CI8,CN18 (or no prefix =CampuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series SINGLE MEMBER AS SHOWN. HANGERS ATTACHED TO BOTTOM CHORD WILL HAVE 1.5' MAX. NAIL PENETRATION. 12 4.00 C--- 4-04 1.06 <PL:10-00-12 JOB NAME: 19 at Darby - A46 Truss: A41 DES. BY: EE DATE: 6/30/2014 SEQ.: 5983070 TRANS ID: 402538 15-00-00 GIRDER SUPPORTING 8.00.00 LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING BC UNIF LL� 60.0;+DL� 86.0i= 146.0 PLF 0'- 0.0' TO 15'- 0.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-06 3-02 7-06 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. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. A 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/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CampuTrus Software +7.6.6(1 L)-E 3-02 M-44 4. 0" 4 t'� 15-00 7-06 7-06 Thi: gn p d fir puts it b) SPA'- r BRICr .... (JC) CBC2013/IBC2012 MAX MEMBER FORCES 4WA/GDF/Cq=1.00 1-2= 0 46 1:7= 0) 2111 3-7=(-410) 32 2-3= -3207 0 7-6=y0) 2991 7-4=( 0) 1560 3-4= -2827 0 7-5= •411 53 4-5= -2827 0 5-6= -3210 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES 01- 0.0' 0/ 1773V -21/ 30H 3.50' 1.89 OF 625 15'- 0.0' 0/ 1650V 0/ OH 3.50' 1.76 OF 625 BRG @ 0'- 0.0' 1.89 DF/ 2.92 HF/ 2.78 SPF BRG @ 15'- 0.0' 1.76 DF/ 2.72 HF/ 2.59 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.065' @ 7'- 6.0' Allowed = 0.481' MAX DL CREEP DEFL =-0.117' @ 7'- 6.0' Allowed = 0.721' MAX TL CREEP DEFL =-0.181' @ 7'• 6.0' Allowed = 0.721' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.117' MAX HORIZ. LL DEFL = 0.015' @ 14'- 8.5' MAX HORIZ. TL DEFL = 0.033' @ 14'7 8.5' Wind: 110 mph, h=15ft TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), inclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. 4-04 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 a 4.00 Scale: 0.3771 GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at T 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). 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-oonosive environment, and am for *dry condition" of use. S. 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 connector plate design values see ESR-1311, ESR-1988 (MiTek) 0 LUMBER SPECIFICATIONS TC: 2x4 OF N18BTR BC: 2x6 OF SS WEBS: 2x4 OF A18BTR TC LATERAL SUPPORT - 12'OC. LION. BC LATERAL SUPPORT - 12'OC. LION. Connector plate prefix desi nators: C,CN,CI8,CN18 (or no prefix}q = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series SINGLE MEMBER AS SHOWN. HANGERS ATTACHED TO BOTTOM CHORD WILL HAVE 1.5' MAX. NAIL PENETRATION. C 15.00-00 GIRDER SUPPORTING 8-00-00 LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING BC UNIF LL� 60.0�+DL� 86.03= 146.0 PLF 0'- 0.0° TO 15'. 0.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-06 7-06 4-04 3-02 3-02 . 12 4.00M-4x6 A nu 7-06 7-06 :10-00-12 15-00 JOB NAME: 19 at Darby - A46A ffe Truss: A4 DES. BY: EE DATE: 6/30/2014 SEQ.: 5983071 TRANS ID: 402538 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. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 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. it. This design Is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E Thi: In pi i fr pute It by SPAT_ , 3RICr, (JC) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1.2=(-3211) 0 1-6=(0) 2996 2-6=(-411) 53 2.3=(-2828) 0 6-5=(0) 2996 6-3=� 0) 1562 3-4=((-2828)) 0 6-4= -411 53 4-5= -3211 0 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES 0'- 0.0' 0/ 1650V -23/ 23H 3.50' 1.76 OF ( 625; 15'- 0.0' 0/ 1650V 0/ OH 3.50' 1.76 OF ( 625) BRG @ 0'- 0.0' 1.76 DF/ 2.72 HF/ 2.59 SPF BRG @ 15'- 0.0' 1.76 OF/ 2.72 HF/ 2.59 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.065' @ 7'- 6.0' Allowed = 0.481' MAX DL CREEP DEFL =-0.116' @ 7'- 6.0' Allowed = 0.721' MAX TL CREEP DEFL =-0.181' @ 7'- 6.0' Allowed = 0.721' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.116' MAX HORIZ. ILL DEFL = 0.015' @ 14'- 8.5' MAX HORIZ. TL DEFL = 0.033' @ 14'- 8.5' Wind: 110 mph, h=15ft TCOL=10.2,BCOL=4.2, ASCE 7-10 (All Heights), inclosed, Cat.2, Exp.C, MWFRS(dir), load duration factor=1.6 Truss designed for wind loads 4-04 in the plane of the truss only. Design checked for a 300 lb concentrated top chord 12 live load per IBC 2012 due to maintenance workers a 4.00 which is non -concurrent with other live loads. Scale: 0.4110 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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). 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 connector plate design values see ESR-1311, ESR-1988 (MiTek) ( V7 1 I M O O NO, C.76428, EXP,.12-31-14 ?/ /,\ t OF Thi: 3n p d fr ipute it b) SPA-ica rndRICmivno (JC) LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR; 2x4 OF 210OF T2 BC: 2x4 OF #i&BTR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 19.1' Connector plate prefix des.gnators: C,CN C18,CN18 or no prefix) = CompuTrus, Inc M,M26HS,M18HS,h116 = MiTek MT series oiJ� 0 0 20-04-00 HIP SETBACK 8.00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.O�+OL 34.0)= 74.0 PLF 0'- 0.0' TO 8'- 0.0' V TC UNIF LL 100.0 +OL 85.0 = 185.0 PLF 8'- 0.0: TO 12'- 4.0' V TC UNIF LL 40.0)+DL 34.0 = 74.0 PLF 12'- 4.0' TO 20'- 4.0' V BC UNIF LL 0.0 +DL 35.0 = 35.0 PLF 0'- 0.0' TO 20'- 4.0' V TC CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 8'- 0.0' TC CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 12'- 4.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. (( 2) complete trusses required. Jo.n together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, 9' oc in 1 row(j(jsl) throughout 2.4 bottom chords, 9' oc .n 1 row s throughout 2x4 webs. 7-11-11 4-04-10 4-00-08 3-11-03 4-09-09 12 690.70# 4.00 C--- M-5x6 M-DA IL(o) 3-06-04 0.70# M-7x6 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 1- 2= 0) 46 2- 9= o) 4784 3- 9= -100) 216 2- 3= .5144 0 9-10- 0 4912 9. 4= 0 310 3. 4= -5170� 0 10. 7= 0; 4794 9- 5= -144 182 4- 5= -4930 0 5.10= 0 302 5. 6= -5172 0 10- 6= 96 208 6. 7= -5154 0 7- 8= 0� 46 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 2154V .32/ 32H 3.50' 1.15 OF 625 20'- 4.0' 0/ 2154V 0/ OH . 3.50' 1.15 DF 625� BRG @ 0'- 0.0' 1.15 DF/ 1.77 HF/ 1.69 SPF BRG @ 20'- 4.0' 1.15 DF/ 1.77 HF/ 1.69 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.125' @ 12'-, 4.0' Allowed = 0.658' MAX DL CREEP DEFL =-0.200' @ 12'- 4.0' Allowed = 0.988' MAX TL CREEP DEFL =-0.324' @ 12'- 4.0' Allowed = 0.988' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.200- MAX HORIZ. LL DEFL = 0.028' @ 20'- 0.5' MAX HORIZ. TL DEFL = 0.060' @ 20'- 0.5' Wind: 110 i h=15ft TCDL=10.2 BCDL=4.2, ASCE 7-10 (A11 Heights), Inclosed, Cat.2, Exp.C, MWFRS(dir), cad duration factor=1.6 Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord 7-11-11 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 4-00-08 12 d 4.00 7-05 5-07-12 7-03-04 L L L L 1.06 <PL:10-00-12 20-04 1-06 JOB NAME: 19 at Darby - A47 Truss: A47 DES. BY: EE DATE: 6/30/2014 SEQ.: 5983072 TRANS ID: 402538 WARNINGS: 1. WARN 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. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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/WfCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software +7.6.6(1L)-E Scale: 0.3091 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced of 2' O.P. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(7C) 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. S. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage Is provided. a. Plates shall be located on both faces of truss, and placed so their center tines coincide with joint center lines. 9. Digits Indicate size of plate in Inches. 10. For basic connector plate design values see ESR-1311, ESR-1986 (MiTek) 0 Co 111 Thi: gn p d fir ipute it b SPA'itz5 rABRICAIUHs (JC) LUMBER SPECIFICATIONS TC: 20 OF k18BTR; 2x4 OF 210OF T2 BC: 2x4 OF H16BTR WEBS: 2x4 OF k18BTR TC LATERAL SUPPORT - 12'OC. LON. BC LATERAL SUPPORT <= 12'OC. UON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix des. nators: C,CN,C18,CN18 (or no prefix = CompuTrus, Inc M,M20HS,M18HS,M16 = M.Tek M series JT 6: Heel to plate corner = 3.50' co N O� C. < 4-00-08 12 4.00 20-04-00 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 0'- 0.0: TO 8'- 0.0' V TC UNIF LL 100.0 +DL 85.0 = 185.0 PLF 8'- 0.0' TO 12'- 4.0' V TC UNIF LL 40.0 +OL 34.0 = 74.0 PLF 12'- 4.0' TO 20'- 4.0V BC UNIF LL 0.0 +DL 35.0 = 35.0 PLF 0'- 0.0' TO 20'- 4.0' V TC CONC LL( 373.3 +DL(( 317.3)= 690.7 LBS @ 8'- 0.0' TC CONC LL( 373.3;+DL( 317.3)= 690.7 LBS @ 12'- 4.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ) complete trusses required. n together 2 ply with 'x.131 h1DIA GUN nails staggered at: 9' oc in 1 row(s� throughout 2x4 top chords, 9' oc .n 1 row s throughout 2x4 bottom chords, 9' oc in 1 r0w s throughout 2x4 webs. 7-11-11 4-04-10 3-11-03 4-09-09 M-5x6 3-06-04 70# M-7x6 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2= •5150 22 1- 7=(0) 4790 2. 7= -102) 170 2. 3= -5172 0 7. 8=(0) 4914 7- 3= 0 310 3- 4= -4932 8 8- 6= 0 4800 7. 4= •144 182 4. 5= •5176 0 4- 8= 0 302 5- 6= -5160 16 8- 5= -96 166 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES '(SPECIES) 0.0.0' 0/ 2039V .271 27H 3.50: 1.09 OF 625 20'- 4.0' 0/ 2039V 0/ OH 3.501.09 OF 625� BRG @ 0'- 0.0' 1.09 DF/ 1.68 HF/ 1.60 SPF BRG @ 20'- 4.0' 1.09 DF/ 1.68 HF/ 1.60 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.125: @ 12. 4.0' Allowed = 0.658: MAX DL CREEP DEFL =-0.200@ 12'- 4.0' Allowed = 0.988 MAX TL CREEP DEFL =-0.324' @ 12'- 4.0' Allowed = 0.988' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.200- MAX HORIZ. LL DEFL = 0.028' @ 20'- 0.5' MAX HORIZ. TL DEFL = 0.061' @ 20'- 0.5' Wind: 110 mpht h=15ft TCDL=10.2,BCDL=4.2, ASCE 7-10 (Al,Heights), inclosed, Cat.2, Exp.C, MWFRS(6ir), load duration factor=11.6 Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord 7-11 -1 1 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 4.00-08 12 a 4.00 7-05 5-07-12 7-03-04 L ,6 <PL:10-00-12 20-04 JOB NAME: 19 at Darby - A47A Truss: A47 DES. BY: EE DATE: 6/30/2014 SEQ.: 5983073 TRANS ID: 402538 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. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 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/WTCA In SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E Scale: 0.3221 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an IndMdual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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). 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 orwedge 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 connector plate design values see ESR-1311. ESR-1988 (MTek) EXP. 12-31-14 OF, CFI! Thi: 9n p d fr ipute it bi SPA'ica rmbRICmivna (JC) LUMBER SPECIFICATIONS TC: 2x4 OF N18BTR BC: 2x4 OF tl18BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT - 12'OC. LION. BC LATERAL SUPPORT <= 1210C. UON. OVERHANGS: 19.1' , 19.1' Connector plate prefix desi nators: C,CN,CI8,CN18 (or no prefix = CompuTrus, Inc M,M20HS,MIBHS,M16 = MiTek MT series rn 0 0 v t2 c%mt0 0 5-02-04 12 4.00 C--- 1.06 <PL:10-00-12 JOB NAME: 19 at Darby - A48 TRUSS SPAN 20'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BEARING LOCATIONS BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 01- 0.0' AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 20'- 4.0' 9-11-11 0-04-10 4-09-07 0-09-0 9-05 M-4x6 M-7x6 M-axo(a) M-axw 1-07-12 20-04 4-04-08 WESM11 9-03-04 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cyy-1.00 1. 2=( 0 46 2- 9=((0 1857 3- 9=(•454) 55 2- 3= •2024 0 9.10=(0j 1422 9- 4= 0 270 3- 4= -1556 0 10- 7= 0 1859 9. 5= •90� 100 4- 5= •1424 0 5-10= 0 262 5- 6= -1566 0 10. 6= •448 54 6- 7= .2025� 0 7- 8= 0 46 MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH REACTIONS REACTIONS SIZE INCHES (SPECIES) 0/ 1009V -401 4OH 3.50' 1.08 OF 625 0/ 1009V 0/ OH 3.50' 1.08 OF 6253 BRG @ 0'- 0.0' 1.08 DF/ 1.66 HF/ 1.58 SPF BRG @ 20'• 4.0' 1.08 DF/ 1.66 HF/ 1.58 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.062' @ 11'- 0.8' Allowed = 0.658' MAX DL CREEP DEFL =-0.109' @ 11'• 0.8' Allowed = 0.988' MAX TL CREEP DEFL = •0.169' @ It'- 0.8' Allowed = 0.988' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.109' MAX HORIZ. LL DEFL = 0.021' @ 20'- 0.5' MAX HORIZ. TL DEFL = 0.046' @ 20'- 0.5' Wind: 110 flight h=15ft TCOL=10.2,BCOL=4.2, ASCE 7-10 (All Heights), Inclosed, Cat.2, Exp.C, MWFRS(bir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. -10esign checked for a 300 lb concentrated top chord 5-02-04 live load per IBC 2012 due to maintenance workers hich is non -concurrent with other live loads. 12 d 4.00 Scale: 0.3091 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and Is for an Individual Truss : and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 44 compression web bracing must be installed where shown +, Incorporation of component is the responsibility of the building designer. DES. BY: E E 3. Additlonet temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 6 / 30 / 2014 the overall structure Is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ /� S EQ . : 5983074 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 then 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 402538 design loads be applied to any component. and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if S. CompuTrus has no control over and assumes no responsibility for the necessary. febdcation, handling, shipment and installation of components. 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 TPINVECA in SCSI, copies of which will be famished upon request. lines coincide with Joint denier lines. III II I I I IIIII IIII I III IIIII III I IIII IIII 9. Digits Indicate size of plate in Inches. MiTek USA, Inc./CompuTrus Software +7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311. ESR-1988 (MiTek) 1-06 �( 2 I M �o 0 Thi gn p !d ff liput ut b IItIIIIlIIl1II SPA.- r BRIC.,r (JC, LUMBER SPECIFICATIONS TRUSS SPAN 20'- 4.0' CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cqq=1.00 TC: 2x4 OF g18BTR LOAD DURATION INCREASE = 1.25 1- 2=(-2028) 0 1. 7=(0) 1862 2- 7=(-40) 69 BC: 2x4 OF g188TA SPACED 24.0' O.C. 2- 3= -1558 0 7- 8=(0) 1424 7. 3= 0 270 WEBS: 2x4 OF g18BTR LOADING 3- 4= -1426 0 8- 6= 0 1863 7- 4= 4- 5= -1568 0 4- 8= 90 100 0 263 LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF 5- 6= -2029 0 8. 5= -450 69 TC LATERAL SUPPORT <= 1210C. UON. DL ON BOTTOM CHORD = 7.0 PSF BC LATERAL SUPPORT <= 1210C. UON. TOTAL LOAD = 44.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) REQUIREMENTS OF CBC 2013 NOT BEING MET. 01- 0.0' 01 895V -34/ 34H 3.50' 0.95 DF 625 20'- 4.0' 0/ 895V 0/ OH 3.50' 0.95 DF 625� BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 01- 0.0' 0.95 DF/ 1.47 HF/ 1.40 SPF C,CN C18,CN18 (or no prefix) = CampuTrus, Inc BRG @ 20'- 4.0' 0.95 DF/ 1.47 HF1 1.40 SPF M,M26HS,418HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.062' @ 11'- 0.8' Allowed = 0.658' MAX DL CREEP DEFL =-0.110' @ 11'- 0.8' Allowed = 0.988' MAX TL CREEP DEFL =-0.170' @ 11'- 0.8' Allowed = 0.988' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.110' MAX HORIZ. LL DEFL = 0.021' @ 20'- 0.5' MAX HORIZ. TL DEFL = 0.046' @ 20'- 0.5' Wind: 110 mph, h=15ft TCDL=10.2,BCDL=4.2, ASCE 7-10 lAll Heights), Inclosed, Cat.2, Exp.C, MWFRS(6ir), oad duration factor=1.6 Truss designed for wind loads in the plane of the truss only. 9-11-11 0-04-10 9-11-11 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 5-02-04 4-09-07 0-09-09 4-04-08 5-02-04 which is non -concurrent with other live loads. 12 12 4.00 M-4x6 M-7x6 a 4.00 m r; 0 Cl) cm O O < 9-05 1-07-12 9-03-04 <PL:10-00-12 20-04 JOB NAME: 19 at Darby - A48A Scale: 0.3218 NS WARNINGS: GENERAL NOTES, unless otherwise noted: A4blml 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an (ndMdual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must De Installed where shown incorporation of corn nent is the responsibility of the building component Po Y g DES. BY : EE tiDesign 3. Adtlhional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced el t 2' o.c. and at 10' O.C. respectively unless braced throughout their length by is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywefl(BC). DATE • 6 / 30 / 2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SE\ /� 5983075 4. No load should be applied to any component until after all bracing and fasteners time loads than 4. Installation of truss Is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, 1, , : TRANS I D : 402538 are complete and at no should any greater design loads be applied to any component. has and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus no control over and assumes no responsibility for the necessary. fabdcallon, handling, shipment and Installation of components. 7, Design assumes adequate drainage Is pm d. 6. This design is furnished subject to the limitations set forth by 8. Plates shall De located on both faces of truss, and placed so theft center TPIM?CA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. II II III III II (IIII III IIIII (IIII I I IIII 9. Digits con size plate in Inches. MTek USA, Inc./CompuTnls Software +7,6.6(1 L)-E sic 10. For basic connector plate design values see ESR•1311, ESR-1988 (MTek) t2 M O O ONI NO: C76,48 EXP; I MI 1.4 .r7q. �I1Xl� LUMBER SPECIFICATIONS TC: 2x4 OF H18BTR BC: 2x4 OF N18BTR WEBS: 20 OF H18BTR TC LATERAL SUPPORT <= 12'OC. UON, BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 19.1' 19.1' Connector plate prefix desi nators: C,CN,CI8,CN18 (or no prefix =CompuTrus, Inc M,M20HS,Ml8HS,M16 = MiTek MT series co O N O V ch p O c t TRUSS SPAN 20'- 4.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. Thi gn p fr oputf ut b SPA- ,BRICr .... (JC) CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cqq=1.00 1- 2=( 0 46 2- 8=(-523) 2083 3. 8=(-585) 79 2. 3= •2008 0 8- 6=(•523) 2084 8- 4=( 0� 595 3- 4= -1434 0 8- 5=(•585 79 4- 5= -1434 0 5- 6= •2008 0 6. 7= 0) 46 BEARING MAX VERT MAX HORZ BAG REQUIRED BAG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES 01- 0.0' 0/ 1009V -1800/ 1800H 3.50' 1.08' OF 625 20'- 4.0' 0/ 1009V -1800/ 1800H 3.50' 1.08 OF S 625 BAG @ 0'-' 0.0' 1.08 DF/ 1.66 HF/ 1.58 SPF BAG @ 20'- 4.0' 1.08 DF/ 1.66 HF/ 1.58 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.062' @ 10'- 2.0' Allowed = 0.658' MAX OL CREEP DEFL =-0.109' @ 10'- 2.0' Allowed = 0.988' MAX TL CREEP DEFL =-0.169' @ 10'-, 2.0' Allowed = 0.988' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.109' MAX HORIZ. LL DEFL = 0.022' @ 0'- 3.5'. MAX HORIZ. TL DEFL =-0.047' @ 0'- 3.5' ICOND, 2a 1800.000 -Wind: 110 mphl h=15ft TCDL=10.2 BCDL=4.2, ASCE 7-10 lAll Heights), Inclosed, Cat.2, Exp.C, MWFRS(dir), oad duration factor=1.6 Truss designed for wind loads 10-02 10-02 in the plane of the truss only. Design checked for a 300 lb concentrated top chord 5-05-14 4-08-02 4-08-02 5-05-14live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 4.00 C�_-' I I M-4x4 e n' W`Yl�lfl 12 a 4.00 10-02 10-02 L L L L 1-06 <PL:10-00-12 20-04 1-06 JOB NAME: 19 at Darby - A49 Truss: 1 DES. BY: EE DATE: 6/30/2014 SEQ.: 5983076 TRANS ID: 402538 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. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bradng and fasteners are complete and of 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/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E Scale: 0.2971 GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the buildingdesigner. 2. Design assumes the tap and bottom chords to be laterally brced at 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). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. S. 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 connector plate design values see ESR-1311. ESRA 988 (MiTek) O O olONIOyF NO. G764 8 EXP, 12-31-14 CMIL a f, �r s de repa Dm C, r inj -TES r-r+on-ATOR. I-) LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR BC: 2x4 OF #18BTR WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12'OC. UON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ------------------------------------- OVERHANGS: 19.1' 19.1' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series CBC20131IBC2012 MAX MEMBER FORCES 4WR/GOF/Cq=1.00 1- 2=( 0) 46 2-11=(-194) 7482 3.11=( -8) 590 2. 3=( -8024) 264 11.12=(-424) 10278 11- 4=( 0) 1248 3- 4=( -8338) 278 12-13=(-424) 10324 11. 5=(-2664) 266 4- 5=( -7900) 274 13-14=(-424) 10324 5-12=( 0) 262 5. 6=(-10298) 502 14. 9=(-194) 7484 12. 6=( -236) 212 6- 7=( -7900) 274 13- 6=( 0) 228 7- 8=( -8338) 278 6-14=(-2698) 266 8- 9=( -8024) 264 7.14=( 0) 1234 9-10=( 0) 46 14. 8=( -8) 590 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0: -82/ 3162V -35/ 35H 3.50' 1.69 OF ( 625) 29'- 6.0' 82l 3162V 0/ OH 3.50' 1.69 OF ( 625) BRG @ 0'- 0.0' 1.69 DF/ 2.60 HF/ 2.48 SPF BRG @ 29'- 6.0' 1.69 DF/ 2.60 HF/ 2.48 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = .0.290' @ 12'- 5.4' Allowed = 0.964' MAX DL CREEP DEFL =-0.508' @ 12'- 5.4' Allowed = 1.446' MAX TL CREEP DEFL =-0.797' @ 12'- 5.4' Allowed = 1.446' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.508' MAX HORIZ. LL DEFL = 0.076' @ 29'- 2.5' MAX HORIZ. TL DEFL = 0.164' @ 29'- 2.5' Wind: 110 mph, h=22.8ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (Al,Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 7-11-11 13-06-10 7-11-11 which is non -concurrent with other live loads. 4-00-08 3-11-03 4-02-04 5-00-07 4-04 3-11-03 4-00-08 690.70a 690.70a 12 12 4.00C--- M-5x10 M-3x5 M-3x1.0 M-5x10 a 4.00 29-06-00 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 0'- 0.0' TO 8'- 0.0' V TC UNIF LL( 100.0).+DL( 85.0)= 185.0 PLF 8'- 0.0' TO 21'- 6.0' V TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 211- 6.0' TO 29'- 6.0' V BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'- 0.0- TO 29'- 6.0' V TC CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 8'- 0.0' TC CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 21'- 6.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, 9' oc in 1 row(s) throughout 2x4 bottom chords, 9' oc in 1 row(s) throughout 2x4 webs. MHS-504(S) 7-05 5-00-07 4-08-15 4-10-11 7-05 1-06)<PL:21-04-04 29-06 1-06' JOB NAME: 19 at Darby - B1 Truss: LJ DES. BY: LA DATE: 5/1/2014 SEQ.: 5914880 TRANS ID: 397688 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 20 compression web bracing must be Installed where shown +. 3. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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. S. 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 TPIANTCA in BCSI, copies of which will be furnished upon request. MjTek USA, Inc./CompuTrus Software +7.6.6(1L)-E Scale: 0.2268 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. S. 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 connector plate design values see ESR-1311, ESR-1988 (MITek) E14yap S'Z%'J 29'-2" 2'-011 27-0 1 /2 &ATORSPES2 aFC 0 °o.a 0 0 0 $ Cr) $ - - Job Name: m N I9 at Darby O O m �JvrL1� (� W REVIEWED I -I REVISE AND RESUQ 7<r- Q LJ REJECTED L.J FURNISH AS CORRECTEDD�Q Addre55 _ = - Corrections or comments made on the shop d,rir during the review do not relieve the contra or ' .Q tI (� ... m .� the compliance with requirements of the tlr tngs nd 19 at Darby — — (j� — — — — specifications. This check Is only for r view of g neral - wnformance with the design cone t of t� project and general compliance wish the in mapn given in O the contract dOCumenlS. TChF;otrad34is rCSponsiWc for con(rmin9 and cone11quantities and dimonsions, selecting ao processes and 11 techniques in constru mating die woA MIh that of all the othej,,��LLe N the vrork in 1011 I -S I /Z - performing a sale and SFllislar Inner. The structural integrity or me items sh m ese shop drawings are the sole res r y of thu Contractors Engineer, not �ucturaLEngineers, ESI/F E. I il 24 C. 6-� D(l�T2-7.1/2014 Br_ O r j RAM(.R. WII ONG. ✓ S.E.2345 Fn]I `�,I /VV• ESI/FMB INC. ®. STRUCTURAL ENGINEERS 0 y O O r n 9' r 4°O• 1-01 12 L 8 1 2A 1300 LB5 DRAG LOAD O p c� Q 0a Q o C) MIT CD m o_ `0 I 801ILL m 9 De5lcgner: N 15 LF DRAG LOX 151 IA Jennifer Claire N 18 DRAG L0410 Project Manager: 51 7A n O N Marilyn Clardle 24' ox. 1300 DRAG LOAD Job #: M-3202 City hanger Canned -> Girder 0 ._ Plan / Elevation:. J 4 . w524 521 -> BI8 Q Q I MU52G B 18 -> LEDGER Q lfi ' Totab - - - LU524 = 4 (1 a- MU52G = I - - 24' ox. N CO Q p 0 U Q Q m O 23'-6 112" , 2 I'-6 1 /2" PATES FABRICATORS m Job Name: N N m 14'-5 1/2" 19 at Darby CD 24'io.c. I A u IN I�,I■I ��, i- I� I� �I�lill�I■III, SI��-I� ' IV � I � �iirl- I_t�r_ .�i�_�_'��il_I■_III_:®I�_ III1300 L55°DRAG LOAD P MIEN Isi�l�� I��o MINE ■l01 I� ,1 col ..�.-• .•. I ■I�I■I■I■I�I■I■�■I■I� r r!l1I� Address: f 19 at Darby I REVIEWED C1 REVISE AND RESUBMIT /�I U REJECTED �J FURNISH AS CORRECTE6 1 Corrections or comments made on the shop drd fV/ during Me review do not relieve the contra ln�or the compliance with requirements of the drBvii gs nd specifications. This check is only for review of general conformance with the design cone t of t e project and general compliance with the in ma ran given in the contract documents. Th�rll tre .rgfs responsible for confirming and wrtec quantities. and dimensions, selecting a processes and techniques in cwrstrucnating the work with - that of all the othejrl�atltl pertorminy the vrork in , 0 SOIQ and SW!pacn�nnar. Tho structural integrity of the items sh a . i es0 shop drawings are the sole res I, of ih0 Contractor's Engineer, not ESI/FME. I C. uclural Engineers. 191 D , RAM L 7/1 2O14 BY (O]�//NV/ fir/ J N R. WONG. II ✓ S.E. 2945 ®ESI/FMF- INC. - STRUCTURAL ENGINEERS ' I Designer: Jennifer Claire Project Manager: Marilyn Clardie Job #: M-3202 Plan If Elevation: 2 - XA N 1101 I � M '�� .�_ - 18 -ILL N I LF DRAG LO ' 151 I A N l i F DRAG LO B 17A. - 24" o.c. Qty Clanger Carned -> Girder O _ 4 W524 B21 -> B 18 I MU52G B 18 -> LEDGER 0 Totals J LU524 = 4 4 MU52G-= I — 2-1 1/ " Elm _ (� REVIEWED REVISE AND RESUBMIT U REJECTED U FURNISH AS CORRECTED. Corrections or comments made on the shop drA-1 s during the review do not relieve the contractor m the compliance with requirements of the drb— nngs nd specifications. This check is only for review of 9eneral conformance with the design conc, t of tf�e project and general compliance with the in ma n given in the contract documents. The 0844siresponsible for confirming and corre II quantities and dimensions, selecting aU tioryprocesses and techniques in constru rdinating the work with that of all the othe tad ., d performing the work in a safe and salisfao o nner. The structural integrity of the itemsfs,o mese shop drawings are the sole respo�b' rty of the Contractors Engineer, not ESUF E, I .�uctural Engineers. D FP' 'US/2014 BY RAM N R. WONG, II 001* . S.E.2345, ESI/FME, INC. STRUCTURAL ENGINEERS PATES FABRICATORS Job Name: 19.at Darby Address: 19 at Darby La Quetta. CA 92253 Designer: Jennifer Claire Project Manager: Marilyn Clardie Job #: M-3202 Plan / Elevation: 2 A OPT EXTENDED PATIO MIRTEICATOR'S Job Name: 19 at Darby Address: 19 at Darby Designer: Jennifer Claire Project Manager: Marilyn Clardie Job #: M-3202 Plan / Elevation: 2-B r 23'-G 1 /2" 2 1 '-G 1 /2 r Z-0 m C\J m [0 !-L3 d m 14'-5 112" o Q o ILLn — rr 24° x- _= CIDm m CDm CD CD =_ m O 11ill 1I I 11� i 11 /I • Nis ■I■ fill—MMMM; 24" o;a Oty Harper Carried -> Girder p Q 0 4 W524 521 -> 518 1 MU526. B 18 -> LEDGER J o Tota15 J W524 - 4 00 e MU526 = I 2-1 1 —I® l- a�ii�iiii SEEM 11010,11 1m 1v--f REVIEWED I_I REVISE AND RESUBMIT . Li REJECTED LI FURNISH AS CORREC/T�!ED Corrections or comments made on the shRr' wduring the review do not rlieve fhe contrathe compliance with requirements of the dgs n.spedfiptions. This check is onp• for revieeneral coMarmance with the design con 1 of lf2 project and general compliance with the rn a n given in the contract documents. The�onlroclor+is responsible for confirming and correr�g II quantities and dimensions, selecting a tw processes and ledmiques in construe'`` mating the work with that of all the other, ad tl pedormIng the work in a safe and satin dpxy+lr�nner. The structural integrity or the items shown in ese shop drawings are the sole resoq i of the Contractor's Engineer, not ESIIFM`E�. I C. uelural Engineers. o!(yTe i/2014 00, �By _ / J RAM N R. WONG. II I ✓ S.E. 2345 /VI ESI/FMB INC. ® STRUCTURAL ENGINEERS SIFcATORS Job Name: 19 at Darby Address: 19 at Darby DeSfgner:, Jennifer Claire Project Manager: Marilyn Clardte Job #: M-3202 Plan / Elevation: 2 - XB 2 0 24° o.c. N N N co m N N m O p O O O. O p p J d IL g o EMIMII NIN11 1011M MM11 �Mimi =I111I=iI i.ml M-07- III ��A. _ _ I\`I� ,. I■ Il��l�lirl�l� 612 pU 612 Q O c9 o O N m ai $ I I e ILL i 1 N LF DRAG LO ' 131 (V 1i,513 Z DRAG 517 . 24' o.c. oty hanger Canned -> Grder O 4 LU524 521 -> 518 I MU52G 518 •> LEDGER _ p Total5 - J LU524 = 4 i MU52G = I 1300 L55 DRAG LOAD i A of &V( REVIEWED ❑REVISE AND RESUBMIT U REJECTED 0 FURNISH AS CORRECTED Corrections or comments. made on the shop draw��"ng during the review do not relieve the contra �or fr�dm� the compliance with requirements of the dTmIngs and specifications. This check is only for review of g®neral conformance with the design conc 1 of thte project and general compliance with the in o man given in the contract documents. The - ntraclo 's responsible for confirming and corre ng II quantities and dimensions, selecting ja i io�rocesses and techniques in consik uC4d cov mating the work with that of all the otheld d performing the work in a Safe and saI'sfab nner. The structural integrity of the items 4Loeiese shop drawings are the sole resp • �S�b. rtyd� of the Contractor's Engineer, not ESI/F E, I C. uctural Engineers. D Te;NX 2014 BY 'I RAM tv R. WONG, 11 __ S.E. 2345 ®ESITME� INC. STRUCTURAL ENGINEERS PATES FABRICATORS Job Name: 19 at Darby Address: 19 at Darby La Quinta, CA 92253 Designer: Jennifer Claire Project Manager: Marilyn Clardie Job #: M-3202 Plan / Elevation: 2 - B.OPT EXTENDED PATIO LUMBER SPECIFICATIONS TC: 2x4 OF N18BTR BC: 2x4 OF N18BTR WEBS: 2x4 OF H18BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE: 2x4 BRACING AT 24.00 JON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series rn 0 u7 o to t7 0 0 r 29-06-00 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 0'- 0:0' TO 8'- TC UNIF LL( 100.0)+DL( 85.0)= 185.0 PLF 8'- 0.0' TO 21'- TC UNIF LL(, 40.0)+DL( 34.0)= 74.0 PLF 21'- 6.0' TO 29'- BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'- 0.0' TO 29'- TC CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 8'- 0.0' TC CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 21'- 6.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - '( 2 ) complete trusses required. Join to ether 2 1 with 3'x 131 DIA GUN s de repa 3111 C, - ink --TES -.-ATM, CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 46 2.10=(-218) 7484 3-10=( -8) 592 2. 3=( -8026) 268 10-11=(-452) 10278 10- 4=( 0) 1248 3- 4=( -8338) 282 11-12=(-456) 10326 10- 5=(-2672) 270 0.0' V 4- 5=( -7900) 278 12-13=(-456) 10326 5-11=( 0) 262 6.0' V 5. 6=(-10300) 510 13- 9=(-250) 7488 11- 6=( -236) 212 6.0' V 6. 7=( .7902) 288 12- 6=( 0) 228 6.0' V 7. 8=( -8340) 294 6-13=(-2698) 262 8- 9=( -8030) 296 7.13=( 0) 1236 13. 8=( 0) 526 BEARING MAX VERT MAX HORZ ERG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -63/ 3167V .27/ 36H 3.50' 1.69 OF ( 625) 29'- 6.0' -45/ 3047V 0/ OH 3.50' 1.63 OF ( 625) BRG @ 0'- 0.0' 1.69 0/ 2.61 HF/ 2.48 SPF BRG @ 29'- 6.0' 1.63 DF/ 2.51 HF/ 2.39 SPF 9 a y nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL =-0.290' @ 12'- 5.4' Allowed = 0.964' 9' oc in 1 row(s) throughout 2x4 bottom chords, MAX DL CREEP DEFL =-0.507' @ 12'- 5.4' Allowed = 1.446' 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL =-0.797' @ 12'- 5.4' Allowed = 1.446' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.507' MAX HORIZ. LL DEFL = 0.076' @ 29'- 2.5' MAX HORIZ. TL DEFL = 0.164' @ 29.'- 2.5' Wind: 110 mph, h=22.8ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 7-11-11 13-06-10 7-11-11 which is non -concurrent with other live loads. 4-00-08 3-11-03 4.02-04 5-00-07 4-04 3-11-03 4-00-08 690.70H 690.70k 12 12 4.00 1--- M-5x10 kn_a,rS M_�v1n M-5x10 a 4.00 M11S-5X14(5) L L L tL tL L 7-05 5-00-07 4-08-15 4-10-11 7-05 1-06 <PL:21-04-04 29-06 JOB NAME: 19 at Darby - B1A Truss: LJI DES. BY: LA DATE: 5/1/2014 SEQ.: 5914881 TRANS ID: 397688 WARNINGS: I. But 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. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component unfit 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 - TPINVTCA in BCSI, copies of which will be furnished upon request. MiTek USA, InC./CompuTrus Software 7.6.6(1L)-E Scale: 0.2403 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their leng9th 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. S. Design assumes trusses are to be used In a non -corrosive environment, and are for "dry condition' of use. 6. Design assumes full besting at afl 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 connector plate design values see ESR-1311. ESR-1988 (MiTek) t u7 Cn 0 0 CJ1S: QTV'A '4 s de repa om c r in ormTES rmonavATORo Ivu) LUMBER SPECIFICATIONS TC: 2x4 OF H1&BTR BC: 2x4 OF f11&BTR WEBS: 2x4 OF k1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE: 2x4 BRACING AT 24'OC LON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 19.1' Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series JT 2, 9: Heel to plate corner = 2.50' rn 0 r) rn 0 0 9-05-11 4-11-04 12 4.00 1--- 1-06'<PL:21-04-04 TRUSS SPAN 29'- 6.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING .LL( 20.0)+DL( 17.0) ON TOP CHORD = ' 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 12'- 3.0- TO 17 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-06-07 2-05-13 M-4x8 M-4x6 3. 0' V 10-06-10 5-07 2-05-13 4-06-07 M-4x6 M-4x8 9-05-11 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 I. 2=( 0) 46 2.11=(0) 3176 3-11=(-307) 80 2- 3=(-3427) 0 11-12=(0) 3418 11- 4=( 0) 681 3. 4=(-3115) 0 12-13=(0) 3425 11; 5=(-813) 0 4. 5=(-2902) 0 13-14=(0) 3418 5.12=( 0) 255 5- 6=(-3425) 0 14- 9=(0) 3176 13- 6=( 0) 255 6- 7=(-2902) 0 6-14=(-813) 0 7- 8=(-3115) 0 7-14=( 0) 681 B- 9=(-3427) 0 14- 8=(-307) 80 9.10=( 0) 46 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) . 01- 0.0' 0/ 1487V -41/ 41H 3.50' 1.59 OF ( 625) 29'- 6.0' 0/ 1487V 0/ OH 3.50' 1.59 OF ( 625) BRG @ 0'- 0.0' 1.59 DF/ 2.45 HF/ 2.33 SPF BRG @ 29'- 6.0' 1.59 DF/ 2.45 HF/ 2.33 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.222' @ 171- 4.7' Allowed = 0.964' MAX DL CREEP DEFL =-0.407' @ 17'- 4.7' Allowed = 1.446' MAX TL CREEP DEFL =-0.572' @ 17'- 4.7' Allowed = 1.446' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.407- MAX HORIZ. LL DEFL = 0.051' @ 29'- 2.5' MAX HORIZ. TL DEFL = 0.120' @ 29'- 2.5' Wind: 110 mph, h=23.tft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 4-11-04 which is non -concurrent with other live loads. 12 a 4.00 M-5x7(S) C-2.5x3.4 C-2.5x3.4 C-2.5x3.4 L L L L b 8-11 3-04 5-00 3-04 8-11 JOB NAME: 19 at Darby - B2 29-06 Scale: 0.2143 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an Individual Truss:b and Warnings before construction commences. building component. Applicability of design parameters and proper 42 2. 2r4 compression web bracing must be Installed where shown +. Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: LA is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by DATE: 5 / 1 / 2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. ar 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. SEQ. : 5914882 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used In a non-carrosive environment, TRANS I D : 397688 design loads be applied to any component. and are for *dry condition- of use. 6. Design assumes full bearing at ell supports shown. Shim or wedge if S. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of component. - 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 Wss, and placed so their center TPI/W 0A in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. II II I II IIIII III IIII 11111111111111 IIII 9. Digit Indicate size of plate In Inches. MiTek USA, Inc./CompuTrus Software +7.6.6(1 L)-E 10. Far basic connector plate design values see ESR-1311. ESR-1988 (MiTek) 1-06 to r' 0 0 s de repa DID C r in --TES-n-ATOR. t-) LUMBER SPECIFICATIONS TC: 2x4 OF ki&BTR BC: 2x4 OF kt&BTR WEBS: 2x4 OF N1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE: 2x4 BRACING AT 24'OC UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 0.0' Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series JT 2, 9: Heel to plate corner = 2.50' rn 0 m C 0 0 4-11-04 12 4.00 C--- 9-05-11 M-2x4 TRUSS SPAN 29'- 6.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 12'- 3.0' TO 17' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 3. 0' V 10-06-10 4-06-07 2-05-13 5-07 2-05-13 4-06-07 M-4x8 M-4x6 M-4x6 M-4x8 5-00 ©LINEN CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 46 2-10=(0) 3177 3-10=(-307) 79 2. 3=(-3427) 0 10-11=(0) 3419 10- 4=( 0) 681 3- 4=(-3115) 0 11-12=(0) 3426 10- 5=(-814) 0 4- 5=(-2903) 0 12-13=(0) 3419 5-11=( 0) 255 5- 6=(-3426) 0 13. 9=(0) 3180 12- 6=( 0) 254 6- 7=(-2904) 0 6.13=(-813) 0 7- 8=(-3116) 0 7.13=( 0) 682 8. 9=(-3430) 0 13- 8=(-309) 99 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1492V .33/ 42H 3.50' 1.59 OF ( 625) 29'- 6.0' 0/ 1373V 0/ OH 3.50' 1.46 OF ( 625). BRG @ 0'- 0.0' 1.59 DF/ 2.46 HF/ 2.34 SPF BRG @ 29'- 6.0' 1.46 DF/ 2.26 HF/ 2.15 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.222' @ 17'- 4.7' Allowed = 0.964' MAX DL CREEP DEFL =-0.412' @ 17'- 4.7' Allowed = 1.446' MAX TL CREEP DEFL =-0.573' @ 17'- 4.7' Allowed = 1.446' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.412' MAX HORIZ. LL DEFL = 0.051' @ 29'- 2.5' MAX HORIZ. TL DEFL = 0.120' @ 29'- 2.5' Wind: 110 mph, h=23.1ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord 9-05-11 live load per I8C 2012 due to maintenance workers which is non -concurrent with other live loads. 4-11-04 12 a 4.00 M-2x4 < IIM-3x7 M-3x8 0.25" M-3x5 M-3x8 M-3x7II M-50(S) C-2.5x3.4 C-2.5x3.4 C-2.5x3.4 L L L 6 L 8-11 3-04 5-00 3-04 8-11 1-06 <NL:11-U4- JOB NAME: 19 at Darby - B2A 29-06 Scale: 0.2153 WARNINGS: GENERAL NOTES, unless otherwise noted: B2A 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and Is for an Individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: LA is the responsibility of the erector. Additional permanent bracing of 2' at 10' o.c. respectively unless braced throughout their length by DATE: 5 / 1 / 2014 the overall structure is the responsibility of the building designer. cono.c.tiand nuous g such as plywood sheathing(TC) and/or drywall(BC). 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. SEQ. : 5914883 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, TRANSI D : 397688 design loads be applied to any component. and are for -dry condition' of use. 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. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage Is trussed. 6. This design is furnished subject to the limitations eat forth by 8. Plates shell be located on both faces of louse, and placed so their center TPINVTCA in SCSI, copies of which will be furnished upon request. Tines concise with joint center lines. III II II II IIIII III IIII IIII IIII II IIII 9. Digits Indicate eplate in inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate plate design values see ESR-1311, ESR•1988 (MiTek) s de repa Dln C, r inj ,.TES ..,..,, ATM_ 1. , LUMBER SPECIFICATIONS TC: 2x4 OF g1&BTR BC: 2x4 OF N1&BTR WEBS: 2x4 OF q1&BTR TC LATERAL SUPPORT <= 12'OC. MON. BC LATERAL SUPPORT <= 1210C. MON. NOTE 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 19.1' Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series JT 2, 9: Heel to plate corner = 2.50' al U1 o� 0 TRUSS SPAN 29'- 6.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = - 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 12'- 3.0' TO 17'- 3.0- V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 46 2-11=(0) 3177 11. 3=( 0) 195 2- 3=(-3430) 0 11-12=(0) 3174 3-12=(-599) 28 3- 4=(-2842) 0 12.13=(0) 2785 12- 4=( 0) 795 4- 5=(-2625) 0 13.14=(0) 2791 12- 5=(-868) 0 5. 6=(-2791) 0 14.15=(0) 2785 5-13=( -48) 367 6. 7=(-2625) 0 15.16=(0) 3174 14- 6=( -48) 367 7. 8=(-2842) 0 16- 9=(0) 3177 6.15=(-868) 0 8- 9=(-3430) 0 7-15=( 0) 795 9-10=( 0) 46 15- 8=(-599) 28 8-16=( 0) 195 BEARING MAX VERT MAX HORZ BAG REOUIRED BAG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1487V -48/ 48H 3.50' 1.59 OF ( 625) 29'- 6.0' 0/ 1487V 0/ ON 3.50' 1.59 OF ( 625) BAG @ 0'- 0.0' 1.59 OF/ 2.45 HF/ 2.33 SPF BAG @ 29'- 6.0' 1.59 OF/ 2.45 HF/ 2.33 SPF 11-05-11 6-06-10 11-05-11 6-01 5-04-11 0-05-13 5-07 0-10-12 4-11-12 6-01 12 12 4.00 C- M-4x8 MAYS M-4x6 M-4x8 a 4.00 5-11-04 l• 1-06r PL:21-04-04 JOB NAME: 19 at Darby = B3 Truss: DES. BY: LA DATE: 5/1/2014 SEQ.: 5914884 TRANS ID: 397688 M-5x7(S) M-3x8 C-2.5x3.4 C-2.5x3.4 C-2.5x3.4 4-11-12 1-04 5-00 1-04 4-11-12 29-06 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2z4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any toads 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 TPIAWCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software +7.6.6(1L)-E 5-11-04 Scale: 0.2018 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unlesa braced throughout their ten9gth 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 ravided. 8. Plates shall be located on both faces of was, and placed so their center lines coincide with joint center lines. 9. Digits Indicate size of plate in Inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 1-06 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.175' @ 17'- 4.7' Allowed 0.964' MAX DL CREEP DEFL =-0.370' @ 17'- 4.7' Allowed 1.446' MAX TL CREEP DEFL =-0.480' @ 17'- 4.7' Allowed = 1.446' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.370- MAX HORIZ. LL DEFL = 0.048' @ 29'- 2.5' MAX HORIZ. TL DEFL = 0.113' @ 29'- 2.5- Wind: 110 mph, h=23.4ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. Na W -$ LUMBER SPECIFICATIONS TC: 2x4 OF g18BTR BC: 2x4 OF IYIBBTR WEBS: 2x4 OF g18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. NOTE: 2x4 BRACING AT 24'OC UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 0.0' Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc U,M20HS,Ml8HS,Ml6 = MiTek MT series JT 2: Heel to plate corner = 2.50' JT 9: Heel to plate corner = 2.75' On 0 CD 0 '* I rn r>�0 0 6-01 12 4.00 1--- TRUSS SPAN 29'- 6.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 12'- 3.0' TO 17 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED_FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-05-11 6.06-10 5-04-11 0-05-13 5-07 M-4x8 M-dys 0-10-12 4-11-12 M-4xR M-4x8 M-5x7(S) M-3XE1 C-2.5x3.4 C-2.5x3.4 C-2.5x3.4 s de repa Om C r in -TES , .,.,., ATOR. t. , CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 46 2-10=(0) 3177 10- 3=( 0) 195 8.15=(0) 195 2. 3=(-3431) 0 10-11=(0) 3174 3.11=(-599) 27 3- 4=(-2843) 0 11.12=(0) 2786 11- 4=( 0) 795 4. 5=(-2626) 0 12.13=(0) 2792 11- 5=(-869) 0 5- 6=(-2792) 0 13-14=(0) 2786 5.12=( -48) 367 6- 7=(-2626) 0 14-15=(0) 3177 13- 6=( -48) 367 7- 8=(-2844) 0 15- 9=(0) 3180 6-14=(-867) 0 8. 9=(-3433) 0 7-14=( 0) 795 3.0' V 14- 8=(-601) 43 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1492V -411 50H 3.50' 1.59 OF ( 625) 29'- 6.0' 0/ 1373V 0/ ON 3.50' 1.46 OF ( 625) BRG @ 0'- 0.0' 1.59 DF/ 2.46 HF/ 2.34 SPF BRG @ 29'- 6.0' 1.46 DF/ 2.26 HF/ 2.15 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TLcL1240 MAX LL DEFL =-0.176' @ 17'- 4.7' Allowed = 0.964' MAX OL CREEP DEFL =-0.375' @ 17'- 4.7' Allowed = 1.446' MAX TL CREEP DEFL =-0.480' @ 17'- 4.7' Allowed = 1.446' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.375' MAX HORIZ. LL DEFL = 0.048' @ 29'- 2.5' MAX HORIZ. TL DEFL = 0.113' @ 29'- 2.5' Wind: 110 mph, h=23.4ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 11-05-11 Design checked for a 300 lb concentrated top chord 6-01 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 a 4.00 ,)--,L L L 6 5-11-04 4-11-12 1-04 5-00 1-04 4-11-12 5-11-04 L L rl. 1-06)<PL:21-04-04 29-06 JOB NAME: 19 at Darby -'B3A Truss: J DES. BY: - LA DATE: 5/1/2014 SEQ.: 5914885 TRANS ID: 397688 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. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 TPINVTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E Scale: 0.2153 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at To .c. and at 1a' o.c. respectively unless braced throughout their ten th by continuous sheathing such as plywood sheathing(TC) and/or drywell$c). 3. 2. 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. to. For basic connector plate design values see ESR-1311. ESR-1988 (MiTek) to 0 0 s de repa OM C, r in .-TES r Dni ATORo (uu/ LUMBER SPECIFICATIONS TC: 2x4 OF N18BTR BC: 2x4 OF k18BTR WEBS: 2x4 OF g18BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE 2x4 BRACING AT 24'OC UON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 19.1' Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series JT 2, 9: Heel to plate corner = 1.25' oIt 0 TRUSS SPAN 29'- 6.0- LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( O.0)+DL( 15.0)= 15.0 PSF 12'- 3.0- TO 17'- 3.0- V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 13-05-11 2-06-10 13-05-11 6-08-02 5-05-02 0-05-15 4-03-09 0-05-15 5-05-02 6-08-02 If 12 12 4.001--- M-4x8 M-2x4 a 4.00 AA-9vA M-4x8 6-06-06 1.06 <PL:21-04-04 -JOB NAME: 19 at Darby - B4 Truss: B4 DES. BY: LA DATE: 5/1/2014 SEQ.: 5914886 TRANS ID: 397688 M-5xl2(S) C-2.5x3.4 C-2.5x3.4 C-2.5x3.4 5-06-14 5-03-08 29-06 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2z4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 TPIANTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software+7.6.6(1L)-E 5-06-14 6-06-06 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 46 2-11=(0) 3149 11. 3=( 0) 201 2. 3=(-3403) 0 11-12=(0) 3146 3-12=(-927) 30 3- 4=(-2631) 0 12-13=(0) 2403 12. 4=( 0) 503 4- 5=(-2343) 0 13-14=(0) 3146 7.13=( 0) 503 5. 6=(-2403) 0 14. 9=(0) 3149 13- 8=(-927) 30 6- 7=(-2343) 0 B-14=( 0) 201 7. 8=(-2631) 0 8- 9=(-3403) 0 9-10=( 0) 46 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1487V .54/ 54H 3.50' 1.59 OF ( 625) 29'- 6.0' 0/ 1487V 0/ ON 3.50' 1.59 OF ( 625) BRG @ 0'- 0.0' 1.59 DF/ 2.45 HF/ 2.33 SPF BRG @ 29'- 6.0' 1.59 DF/ 2.45 HF/ 2.33 SPF GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length b y 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, end placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in Inches. to. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 1-06 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.271' @ 12'- 0.7' Allowed = 0.964' MAX DL CREEP DEFL =-0.495' @ r17'- 6.5' Allowed = 1.446' MAX TL CREEP DEFL =-0.589' @ ll'- 11.5' Allowed = 1.446' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.495- MAX HORIZ. LL DEFL = 0.047' @ 29'- 2.5' MAX HORIZ. TL DEFL = 0.110' @ 29'- 2.5' Wind: 110 mph, h=23.8ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. Na a� i s de repa 011 C r in, -TES , .,.,.-ATOR. t-, LUMBER SPECIFICATIONS TC: 2x4 OF k1&8TR L BC: 2x4 OF g1&8TR WEBS: 2x4 OF q1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. LON. NOTE: 2x4 BRACING AT 24'OC MON FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 0.0' Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,MIBHS,M16 = MiTek MT series JT 2: Heel to plate corner = 1.25' JT 9: Heel to plate corner = 1.50' O� O 6-08-02 12 4.00 C--- 6-06-06 L 1-06 <PL:21-04-04 TRUSS SPAN 29'- 6.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( O.0)+OL( 15.0)= 15.0 PSF 12'- 3.0- TO 17'- 3.0- V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET.' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 13-05-11 2-06-10 13-05-11 5-05-02 0-05-15 4-03-09 0-05-15 5-05-02 JOB NAME: 19 at Darby - B4A M-08 M-4x8 AA-7vd M-5x12(S) C-2.5x3.4 C-2.5x3.4 C-2.5x3.4 5-06-14 5-03-08 5-06-14 29-06 6-08-02 12 d 4.00 6-06-06 CBC20131IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 46 2-10=(0) 3150 10. 3=( 0) 201 2- 3=(-3403) 0 10-11=(0) 3147 3-11=(-927) 29 3. 4=(-2632) 0 11-12=(0) 2404 11. 4=( 0) 503 4. 5=(-2344) 0 12-13=(0) 3149 7.12=( 0) 504 5- 6=(-2404) 0 13. 9=(0) 3152 12- 8=(-930) 47 6- 7=(-2344) 0 8-13=( 0) 201 7- 8=(-2632) 0 8. 9=(.3406) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1492V -471 56H 3.50' 1.59 OF ( 625) 29'- 6.0' 0/ 1373V 0/ OH 3.50' 1.46 OF ( 625) BRG @ 0'- 0.0' 1.59 DF/ 2.46 HF/ 2.34 SPF BRG @ 29'- 6.0' 1.46 DF/ 2.26 HF/ 2.15 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.271' @ 17'- 5.3' Allowed = 0.964' MAX DL CREEP DEFL =-0.499' @ 17'- 6.5' Allowed = 1'.446' MAX TL CREEP DEFL =-0.590' @ 17'- 6.5' Allowed = 1.446° RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.499' MAX HORIZ. LL DEFL = 0.047' @ 29'- 2.5' MAX HORIZ. TL DEFL = 0.110' @ 29'- 2.5' .Wind: 110 mph, h=23.8ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. �( Design checked for a'300 lb concentrated top chord live load per IBC 2012 due to maintenance workers �( which is non -concurrent with other live loads. Scale: 0.2028 Alm WARNINGS: GENERAL NOTES, unless otherwise noted: BffmTA 1. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. br4 compression web bracing must be Installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the tap end bottom chords be ty braced at DES. BY: LA Is the responsibility of the erector. Additional permanent bracing of 2' and at c tutu in respectively aWety unless bathed throughout their length by DATE • 5 / 1 / 2014 � the overall structure is the responsibility of the building designer. continuous ea continuous sheathing such as plywoodheeand/or drywall(BC). 3. br Impact bridging or lateral bracing reqguiredd where where shown t f 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. SEQ. : 5914887 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, �] TRANS I D : 397688 design loads be applied to any component. and are for 'dry condition' of use. 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. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage Isprovided. 6. This design is furnished subject to the limitations set forth by 8. Plates shell be located on both feces of truss,uss, and placed so their center TPIANTCA In BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. linescoincide IIII II I II II I I I I III 1111111111 IIII III 9. indicate size of plate In Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) L2 O O LUMBER SPECIFICATIONS TC: 2x4 OF H18BTR BC: 2x4 OF p18BTR WEBS: 2x4 OF /118BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 0.0' Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 29-06-00 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 0'- 0.0- TO 8'- TC UNIF LL( 100.0)+DL( 85.0)= 185.0 PLF 8'- 0.0' TO 211- TC UNIF LL( 40.0)+DL( 34.0)= 74.0 PLF 21'- 6.0' TO 291- BC UNIF LL( 0.0)+DL( 35.0)= 35.0 PLF 0'- 0.0- TO 29'- TC CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 8'- 0.0' TC CONC LL( 373.3)+DL( 317.3)= 690.7 LBS @ 21'- 6.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ( 2 ) complete trusses required. Join together 2 ply with 3'x 131 DIA GUN s de repa Cal C r inj --TES r,r,..ATOR. 1.r,/ CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( 0) 46 2-10=(-218) 7484 3.10=( -8) 592 2- 3=( -8026) 268 10-11=(.452) 10278 10- 4=( 0) 1248 3- 4=( -8338) 282 11-12=(-456) 10326 10. 5=(-2672) 270 0.0' V 4- 5=( -7900) 278 12-13=(-456) 10326 5.11=( 0) 262 6.0' V 5- 6=(-10300) 510 13. 9=(-250) 7488 11- 6=( -236) 212 6.0' V 6- 7=( -7902) 288 12. 6=( 0) 228 6.0' V 7- 8=( -8340) 294 6.13=(-2698) 262 8- 9=( -8030) 296 7-13=( 0) 1236 13- 8=( 0) 526 BEARING MAX VERT MAX HORZ ERG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -83/ 3167V .27/ 36H 3.50' 1.69 OF ( 625) 29'- 6.0' -45/ 3047V 0/ OH 3.50' 1.63 OF ( 625) BRG @ 0'- 0.0' 1.69 DF/ 2.61 HF/ 2.48 SPF BRG @ 29'- 6.0' 1.63 OF/ 2.51 HF/ 2.39 SPF nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL =-0,290' @ 12'- 5.4' Allowed = 0.964' 9' oc in 1 row(s) throughout 2x4 bottom chords, MAX OL CREEP DEFL =-0.507' @ 12'- 5.4' Allowed = 1.446' 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL =-0.797' @ 12'- 5.4' Allowed = 1,446' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.507- MAX HORIZ. LL DEFL = 0.076' @ 29'- 2.5' ' MAX HORIZ. TL DEFL = 0.164' @ 29'- 2.5' Wind: 110 mph, h=22.8ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers 7-11-11 13-06-10 7-11-11 which is non -concurrent with other live loads. - 4-00-08 3-11-03 4-02-04 5-00-07 4-04 3-11-03 4-00-08 690.70q 690.70k 12 4.00 C--- M-5x10 M _.'tv ri M_qv1n 12 M-5x10 a 4.00 MHS-5x14(8) 7-05 5-00-07 4-08-15 4-10-11 7-05 1-06 <NL:L1-U4-U4 JOB NAME: 19 at Darby - B5 Truss: B5 DES. BY: LA DATE: 5/1/2014 SEQ.: 5914888 TRANS ID: 397688 WARNINGS: 1. Builder and erection contractor should be advised of at General Notes and Warnings before construction commences. 2. 2z4 compression web bracing must be instated where shown +. 3. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 4. No load should be applied to any component unit 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 TPINVTCA In SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E 29-06 Scale: 0.2403 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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). 3. 2z 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 connector plate design values see ESR-1311, ESR-1988 (MiTek) rn 0 0 �M r.J1R S/�Yi=3 LUMBER SPECIFICATIONS TC: 2x4 OF g18BTR BC: 2x4 OF W18BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT <= 1210C. LION. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 0.0' Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 ( 0 r no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series JT 2: Heel to plate corner = 2.00' JT 9: Heel to plate corner = 2.25' rn 0 0 C; 0 0 5-02-04 12 4.00C--- 1-06<PL:21-04-04 9-11-11 9-05 JOB NAME: 19 at Darby - B6 s de repa Om C r in ,,TES r- -ATOR. I-, TRUSS SPAN 29'- 6.0' COC20131IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LOAD DURATION INCREASE = 1.25 1- 2=( 0) 46 2-10=(0) 3168 3-10=(-358) 85 SPACED 24.0' O.C. 2. 3=(-3419) 0 10.11=(0) 3234 10- 4=( 0) 691 3- 4=(-3056) 0 11-12=(0) 3240 10- 5=(-741) 0 LOADING 4- 5=(-2842) 0 12-13=(0) 3234 5-11=( -10) 253 LL( 20.0)+OL( 17.0) ON TOP CHORD = 37.0 PSF 5- 6=(-3240) 0 13- 9=(0) 3172 12. 6=( -10) 253 DL ON BOTTOM CHORD = 7.0 PSF 6. 7=(-2843) 0 - 6.13=(-740) 0 TOTAL LOAD = 44.0 PSF 7- 8=(-3057) 0 7.13=( 0) 692 8- 9=(-3421) 0 13- 8=(-361) 103 BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 12'- 3.0- TO 17'- 3.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH REQUIREMENTS OF CBC 2013 NOT BEING MET. - LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1492V -35/ 44H 3.50' 1.59 OF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 29'- 6.0' 0/ 1373V 0/ ON 3.50' 1.46 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 0'- 0.0' 1.59 DF/ 2.46 HF/ 2.34 SPF BRG @ 29'- 6.0' 1.46 DF/ 2.26 HF/ 2.15 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.207" @ 17'- 4.7' Allowed = 0.964' MAX OIL CREEP DEFL =-0.396' @ 17'- 4.7' Allowed = 1.446: MAX TL CREEP DEFL =-0.540' @ 17'- 4.7' Allowed = 1.446 RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.396- MAX HORIZ. LL DEFL = 0.050" @ 29'- 2.5' MAX HORIZ. TL DEFL = 0.117' @ 29'- 2.5' Wind: 110 mph, h=23.2ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 9-06-10 9-11-11 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 4-09-07 1-11-13 5-07 1-11-13 4-09-07 5-02-04 12 M-4x8 M awr M AvA M-4x8 a 4.00 M-5x7(S) C-2.50.4 C-2.5x3.4 C-2.5x3.4 L L L 2-10 5-00 2-10 9-05 29-06 WARNINGS: GENERAL NOTES, unless otherwise noted: Bm% 6 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, Incorporation of component is the responsibility of the building designer. 3. Add idon aI temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY : LA s the res onsib11 of the erector. Additional permanent bracing of P ty P 9 Y o.c. and at 10' o.c. respectivety unless braced throughout their lenggth by DATE: S / 1 / 2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheething(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral brat ng 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. SEQ. : 5914889 fasteners are complete and at no time should any loads greater then 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 397688 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 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 TPINVECA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. III II I I I IIII III I III II II IIII II IIII 9. a indicate size of plate in Inchnches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-Z 10. For For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) C/K W�A'4 s de repa DID C r in 11111 II 11111 .-..-.TES LUMBER SPECIFICATIONS TRUSS SPAN 29'- 6.0' CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.25 (Non -Rep) 1- 2=( 0) 52 2-10=(0) 3535 10. 3=(, 0) 221 8.15=(0) 221 BC: 2x4 OF #1&BTR SPACED 26.8' O.C. 2- 3=(-3818) 0 10.11=(0) 3531 3-11=( -701) 32 WEBS: 2x4 OF #1&8TR 3. 4=(-3135) 0 11-12=(0) 3033 11. 4=( 0) 995 LOADING 4. 5=(-2890) 0 12-13=(0) 3040 11. 5=(-1095) 8 TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF 5- 6=(-3040) 0 13-14=(0) 3033 5-12=( -87) 448 BC LATERAL SUPPORT 120'OC. UON. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-2891) 0 14-15=(0) 3534 13- 6=( -88) 448 TOTAL LOAD = 44.0 PSF 7- 8=(-3136) 0 15- 9=(0) 3538 6-14=(-1094) 9 8- 9=(-3820) 0 7-14=( 0) 994 NOTE: 2x4 BRACING AT 24'OC UON. FOR BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 12'- 3.0' TO 17'- 3.0' V 14- 8=( -704) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED ___ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REOUIRED ERG LENGTH REQUIREMENTS OF CBC 2013 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) OVERHANGS: 19.1' 0.0' 01- 0.0' 0/ 1663V -461 57H 3.50' 1.77 OF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 29'- 6.0' 0/ 1530V 0/ ON 3.50' 1.63 OF ( 625) Unbalanced live loads have been AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. considered for this design. - BRG @ 01- 0.0' 1.77 OF/ 2.74 HFj 2.61 SPF BRG @ 29'- 6.0' 1.63 DFj 2.52 HFj 2.40 SPF Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc = M,M20HS,M18HS,M16 MiTek MT series VERTICAL DEFLECTION LIMITS: LL=LI360, TL=L1240 MAX LL DEFL =-0.196' @ 17'- 4.7' Allowed = 0.964' MAX DL CREEP DEFL =-0.419' @ 17'- 4.7' Allowed = 1.446' MAX TL CREEP DEFL =-0.532' @ 17'- 4.7' Allowed = 1.446' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.419' MAX HORIZ. LL DEFL = 0.053' @ 29'- 2.5' MAX HORIZ. TL DEFL = 0.125' @ 29'- 2.5' Wind: 110 mph, h=23.5ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 11-08-11 6-00-10 11-08-11 Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 6-02-08 5-06-03 0-02-13 5-07 0-02-13 5-06-03 6-02-08 4.00 M-3x5 rn OD (D M-4x8 M-4x6 5 M-4x8 MA M-3x5 r_nn a 4.00 al to o 6-00-12 L 1-06r<PL:21-04-04 M-5x7(S) M-3x5 M-2x4+ M-2x4+ M-4x8 M-5x7(5) JOB NAME: 19 at Darby - B7 Truss: DES. BY: LA DATE: 5/1/2014 SEQ.: 5914890 TRANS ID: 397688 5-01-04 1-01 5-00 1-01 5-01-04 29-06 6-00-12 Scale: 0.2132 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2r4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top end bottom chords be laterally braced et is Me responsibility of the erector. Additional permanent bracing of P 1Y P 9 c end at ea on respectively unless braced Throughout their length by continuous continuous sheathing such as plywood sheathing(TC) and/or drywell(BC). the overall structure Is the responsibility of the building designer. 3. ar 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. 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. 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. fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage is providad. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces a([russ, and placed so their center TPI/WTCA In BCSI, copies or which will be furnished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate in Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(t L)-E to. Far basic connector plate design values see ESR-1311,ESR-1988 (MiTek) u') a' 0 C3 w Www'4. s dE irepa Ofn c r in ATES ......._,:ATOR- t,,,,1 LUMBER SPECIFICATIONS TC: 2x4 OF g188TR; 2x4 OF 210OF T3 BC: 2x4 OF g18BTR WEBS: 2x4 OF 018BTR TC LATERAL SUPPORT - 1210C. UON. BC LATERAL SUPPORT 120'OC. UON. NOTE: 2x4 BRACING AT 24'OC LION. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 19.1' 0.0' Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series JT 10: Heel to plate corner = 2.50' TRUSS SPAN 29'- 6.0' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 27.8' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 121- 3.0' TO 171- 3.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 54 2-11=(0) 3689 3.11=( -325) 53 2- 3=(-3982) 0 11-12=(0) 3332 11- 4=( 0) 327 3- 4=(-3708) 0 12-13=(0) 280.1 4-12=( -773) 35 4- 5=(-3044) 0 13.14=(0) 3626 12- 5=( 0) 584 5- 6=( .690) 14 14-10=(0) 3630 5. 8=(-2296) 0 6- 7=( -651) 11 8-13=( 0) 558 7. 8=( .691) 14 13- 9=(-1013) 62 8- 9=(-3073) 0 9.14=( 0) 234 9-10=(-3924) 0 BEARING MAX VERT MAX HORZ BRG REQUIRED BRIG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0 0/ 1725V -58/ 69H 3.50' 1.84 OF ( 625) 29'- 6.0' 0/ 1587V OI OH 3.50' 1.69 OF ( 625) BRG @ 0'- 0.0' 1.84 DF/ 2.84 HF/ 2.71 SPF BRG @ 29'- 6.0' 1.69 DF/ 2.61 HF/ 2.49 SPF 14-05-03 0-07-10 14-05-03 If If I 4-06-05 3-08-09 4-00-01 1-03-112-04-091-05-07 5-05-02 6-08-02 12 M-4x6 M-4x6 a 4.00 4.00 � M-4x8 M-4x8 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.266' @ 17'- 3.6' Allowed = 0.964' MAX DL CREEP DEFL =-0.506' @ 17'- 6.5' Allowed = 1.446' MAX TL CREEP DEFL =-0.598' @ 17'- 3.6' Allowed = 1.446' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.506' MAX HORIZ. LL DEFL'= 0.053' @ 29'- 2.5' MAX HORIZ. TL DEFL = 0.126' @ 29'- 2.5' Wind: 110 mph, h=23.9ft, TCDL=111.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. M-3x5 CD M-3x5 M-2x4 5-00 0 m 0� co 11 120.25° 13 14 < M-3x10 M-3x4 M-4x6 M-2x4 M-3x8 0 M-5x12(S) C-2.50.4 C-2.5x3.4 C-2.5x3.4 6-06-06 5-06-14 5-03-08 5-06-14 6-06-06 L L 1-06 <PL:21-04-04 29-06 JOB NAME: 19 at Darby - B8. Truss: Li W DES. BY: LA DATE: 5/1/2014 SEQ.: 5914891 TRANS ID: 397688 WARNINGS: 1. Builder and erection contractor should be advised of at General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown +, 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E Scale: 0.2028 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibfbty of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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). 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. S. 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 connector plate design vatues see ESR-1311, ESR-1988 (MiTek) tC Ep a/3pji14 s de repa DIn C, r inj IIIII III II IIII __TES . _.,__ATOR --, LUMBER SPECIFICATIONS TRUSS SPAN 29'- 6.0- CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF q1&BTR LOAD DURATION INCREASE = 1.25 1. 2=( 0) 46 2- 9=(0) 3134 9- 3=( 0) 201 BC: 2x4 OF N1&BTR SPACED 24.0' O.C. 2- 3=(-3388) 0 9.10=(0) 3131 3.10=( -874) 34 WEBS: 2x4 OF q1&BTR 3. 4=(-2664) 0 10-11=(0) 2430 10- 4=( 0) 483 LOADING 4. 5=( .308) 19 11-12=(0) 3133 4- 6=(-2265) 0 TC LATERAL SUPPORT - 1210C. LION. LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF 5- 6=( -308) 18 12. 8=(0) 3136 6.11=( 0) 483 BC LATERAL SUPPORT - 1210C. LION. DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-2664) 0 11. 7=( -876) 53 TOTAL LOAD = 44.0 PSF 7- 8=(-3391) 0 7-12=( 0) 201 OVERHANGS: 19.1' 0.0' BC UN IF LL( 0.0)+DL( 15.0)= 15.0 PSF 12'- 3.0- TO 17'- 3.0' V Unbalanced live loads have been BEARING MAX VERT MAX HOflZ BRG REQUIRED BRG LENGTH considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) REQUIREMENTS OF CBC 2013 NOT BEING MET. 01- 0.0' 0/ 1492V -551 64H 3.50' 1.59 OF ( 625) Connector plate prefix designators: 29'- 6.0' 0/ 1373V 0/ ON 3.50' 1.46 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 0'- 0.0' 1.59 OF/ 2.46 HF/ 2.34 SPF JT 2: Heel to plate corner = 0.50' BRG @ 29'- 6.0' OF/ 2.26 HF/ 2.15 SPF JT 8: Heel to plate corner = 0.75' 111.46 VERTICAL DEFLECTION LIMITS: LL=LI360, TL=L/240 MAX LL DEFL =-0.257' @ 17'- 3.6' Allowed = 0.964' MAX DL CREEP DEFL =-0.464' @ 17'- 3.6' Allowed = 1.446' MAX TL CREEP DEFL =-0.537' @ 17'- 3.6' Allowed = 1.446' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.464' MAX HORIZ. LL DEFL = 0.047- @ 29'- 2.5- MAX HORIZ. TL DEFL = 0.110' @ 29'- 2.5' Wind: 110 mph, h=24ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, - (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 14-09 14-09 Design checked for a 300 lb concentrated top chord 6-08-02 5-06-14 2-06 2-07-12 5-05-02 6-08 02 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 12 4.00 17-- IIM-4x4 a 4.00 M-3x8 M-3x8 M-3x5 o M-3x5 3 0 rn 5-00 0 co u7 x � o < M-3x7 9 fo if 12o M-2x4 0.25° M-4x6 M-2x4 M-3x7 0 M-502(S) C-2.5x3.4 C-2.5x3.4 C-2.5x3.4 6-06-06 5-06-14 5-03-08 5-06-14 6-06-06 L L 1 - 0 6 <PL:21-04-04 29-06 ; JOB NAME: 19 at Darby - B9 Scale: 0.2028 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of an General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2r4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additf net temporary bracing to insure stability dudng construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: LA Is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywell(BC).. DATE: 5 / 1 / 2014 the overall structure is the responsibility of the building designer. 3. 2r 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. SEQ. : 5914892 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, TRANS I D : 397688 design loads be applied to any component. for and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility the necessary. fabrication, handling, shipment and Installation of components. 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 hues, and placed so their center TPIANICA In SCSI, copies of which will be furnished upon request lines coincide with Joint center lines IIIIII IIII (IIII IIII IIII IIII IIII IIII III che. 9. indicate size of plate In Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) CXr W •4 S Z/ice `nnnrnull LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR BC: 2x4 OF #18BTR WEBS: 2x4 OF #18BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT - 1210C. UON. OVERHANGS: 19.1' 19.1' Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series JT 2, 8: Heel to plate corner = 0.50' 6-08-02 12 4 nn c::- 6-06-06 L 1-06 <PL:21-04-04 s de repa om c r in _TES , .,,,,, ATOR. j-, TRUSS SPAN 29'- 6.0' CBC20131IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LOAD DURATION INCREASE = 1.25 1- 2=( 0) 46 2-10=(0) 3133 10. 3=( O) 201 SPACED 24.0. O.C. 2- 3=(-3388) 0 10-11=(0) 3130 3-11=( -874) 36 3- 4=(-2663) 0 11-12=(0) 2429 11. 4=( 0) 483 LOADING 4- 5=( -308) 16 12-13=(0) 3130 4- 6=(-2265) 0 LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF 5- 6=( -308) 16 13. 8=(0) 3133 6.12=( 0) 483 DL ON BOTTOM CHORD = 7.0 PSF 6- 7=(-2663) 0 12. 7=( -874) 36 TOTAL LOAD = 44.0 PSF 7- 8=(-3388) 0 7.13=( 0) 201 " 8. 9=( 0)_46 BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PSF 12'- 3.0' TO 17'- 3.0' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH REOUIREMENTS OF CSC 2013 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 0'- 0.0: 0/ 1487V -63/ 63H 3.50' 1.59 OF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 29'- 6.0' 0/ 1487V 0/ OH 3.50' 1.59 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. - BRG @ 0'- 0.0' 1.59 DF/ 2.45 HF/ 2.33 SPF BRG @ 29'- 6.0' 1.59 DF/ 2.45 HF/ 2.33 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.257' @ 12'- 2.4' Allowed = 0.964' MAX OL CREEP DEFL = .0.459' @ 17'- 3.6' Allowed = 1.446' MAX TL CREEP DEFL =-0.536' @ 17'- 3.6' Allowed = 1.446' RECOMMENDED CAMBER (BASED ON OIL DEFL)= 0.459' MAX HORIZ. LL DEFL = 0.047' @ 29'- 2.5' MAX HORIZ. TL DEFL = 0.110' @ 29'- 2.5' Wind: 110 mph, h=24ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), 14-09 14-09 load duration factor=1.6, Truss designed for wind loads 5-06-14 2-06 2-07-12 5-05-02 6-08-02 in the plane of the truss only. Design checked for a 300 lb concentrated top chord 12 live load per 2012 due to maintenance workers IIM-4x4 d 4.00 whieh is nnn-nn nn ,• not with nth- livn 1-k JOB NAME: 19 at Darby - B9A Truss: Li 1U, J DES. BY: LA DATE: 5/1/2014 SEQ.: 5914893 TRANS ID: 397688 M-5x12(S) C-2.5x3.4 C-2.5x3.4 C-2.5x3.4 5-06-14 5-03-08 29-06 5-06-14 6-06-06 Scale: 0.2018 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of at General Notes 1. This design Is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be insisted where shown +, Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2- Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector. Additional permanent bracing of P ly P 9 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC) end/or drywall(6C). the overall structure Is the responsibility of the building designer. 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. fasteners are complete and at no time should any loads greater than S. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for *dry conditionof use. 6. Design assumes full bearing at all supports shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility for the Design fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage Is provided. as. 6. This design is furnished subject to the limitations set forth by 8. Plates shell be located on both laces of truss, and placed so their center TPINVTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate in Inches. MiTek USA, Inc./CompuTrus Software +7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 1-06 <'' 0 0 Ls di )rep, om f Ir if _. ATES , _.. ;ATOF. t LUMBER SPECIFICATIONS TC: 2x4 OF M1&BTR BC: 2x4 OF q1&BTR WEBS: 2x4 OF q1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. Staple or equal at non-structural vertical members (uon). Connector plate prefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc U,M20HS,M18HS,M16 = MiTek MT series M-3x4 1-os <PL:21-04-04 TRUSS SPAN 23'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-10 12 M-4x5 4.00 C-- JOB NAME: 19 at Darby - B10 Truss: 1 I DES. BY: LA DATE: 5/1/2014 SEQ.: 5914894 TRANS ID: 397688 = M-5x5(S) 23-08 IVI-JAY Scale: 0.3303 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and Is for an Individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced al Is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(f end/or drywall(BC). the overall structure Is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ a 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. 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 condition" of use. 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. febrtcellon, handling, shipment and Installation of components. 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 bath faces of truss, and placed so their center III TPIANTCA In SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate In Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) COND. 2: 1300.00 LBS SEISMIC LOAD. Wind: 110 mph, h=23.5ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. lole:Truss design requires continuous bearing wall for entire span UON. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 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 out with care and are - permissible at inlet board areas only. 11-10 ` 12 a 4.00 "W 4 s dt repE Dm c r in IIIII II I II II ..-.+TES , .,-.—,:ATOF,., j—, LUMBER SPECIFICATIONS TRUSS SPAN 23'- 8.0' 1COND. 2: 1300.00 LBS SEISMIC LOAD. TC: 2x4 OF #1&BTR 2x4 q1&BTR LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. Wind: 110 mph, h=23.5ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, BC: OF WEBS: 2x4 OF MI&BTR (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), LOADING load duration factor=1.6, TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF Truss designed for wind loads in BC LATERAL SUPPORT <= 1210C. UON. DL ON BOTTOM CHORD = 7.0 PSF the plane of the truss only. . Staple or equal at non-structural TOTAL LOAD = 44.0 PSF Note: Truss design requires continuous vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing wall for entire span UON. REOUIREMENTS OF CBC 2013 NOT BEING MET. Design checked for a 300 lb concentrated top chord Connector plate prefix designators: live load per IBC 2012 due to maintenance workers C,CN,C18,CNi8 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP which is non -concurrent with other live loads. M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 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 areas only. v 0 n 0 v 0 o < 11-10 11-10 6-03-14 5-06-02 5-06-02 6-03-14 12 12 4.00 17 M-4x5 a 4.00 A n^ = M-5x5(S) M-3x4 M-3x4 8-01-15 7-04-03 8-01-15 L I <PL:21-04-04 23-08 JOB NAME: 19 at Darby - B10A Scale: 0.3690 '00'74h WARNINGS: OENERAL NOTES, unless otherwise noted: Truss: B 1 U3. DES. BY: LA DATE: 5 / 1 / 2014 1. Builder and erection contractor should be advised of all General Notes end Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Inco poration of component Is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at braced throughout their length by end eh a' on respectivelyplywood 2' conto.cinuous continuous sheathing such as acing re mired where s and/or drywell(BC). 3. Impact bridging or bracing required where shown ++ /� S Eli . : 5914895 TRANS I D : 397688 III II I II II II IIIII IIIII II I IIII I III 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 component. 6. This design Is furnished subject to the limitations set forth by TPINVECA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E thlateral 4. Installation of truss is the responsibility of the respective contractor. In 5. Design assumes trusses are to be used In a non -corrosive environment, and are for "dry condition' of use. 6. Design assumes Nil 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. Digit indicate size of plate to inches. A. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) goa ip pJ/4 s de repa Dm C r in _...TES ..._..._ATOR --, LUMBER SPECIFICATIONS TC: 2x4 OF g1&BTR BC: 2x4 OF N1&BTR WEBS: 2x4 OF g1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 19.1' 19.1' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series JT 2, 6: Heel to plate corner = 1.75' 6-03-14 12 4.00 17- 8-01-15 L 1-06� PL:21-04-04 Inn MAW:- 10 nt m3r-hv _ R11 TRUSS SPAN 23'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC20131IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=( 0) 46 2- 8=(0) 2231 3- 8=(-487) 70 2- 3=(-2426) 0 8. 9=(0) 1465 8. 4=( 0) 652 3- 4=(-2091) 0 9- 6=(0) 2231 4- 9=( 0) 652 4- 5=(-2091) 0 9- 5=(-487) 70 5- 6--(-2426) 0 6- 7=( 0) 46 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -30/ 1156V -46/ 46H 3.50' 1.23 OF ( 625) 23'- 8.0' .30/ 1156V 0/ OH 3.50' 1.23 OF ( 625) BRG @ 0'- 0.0' 1.23 DF/ 1.90 HF/ 1.81 SPF BRG @ 23'- 8.0' 1.23 DF/ 1.90 HF/ 1.81 SPF 1-10 11-10 5-06-02 5-06-02 6-03-14 12 M-4x5 a 4.00 M-5x6(S) 7-04-03 23-08 8-01-15 ...... ....,.,� . ... ... � __.. -.y _ ocaie: v.eogc WARNINGS: GENERAL NOTES, unless otherwise noted: B1 1 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: DES. BY: LA DATE 5 / 1 / 2014 SEQ. : 5914896 TRANS I D : 397688 II I III I IIII and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +, 3. Additional temporary bracing to Insure stability during constructionbracing o is he responsibility of the erector. Additional permanent bmc nil of the overall structure Is the responsibility of the building designer. 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 TPIMlTCA In BCSI, copies of which wfurnished be upon request. entApplicabilityesi s parameters building cIncorporaomponent.p compoAp llic bility of designarbility met a bwldingedesigner. braced ri 2. Design assumes the top end bottom chords to be of the at 2• o.c. and at 1W o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) end/or drywall(BC). a. 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 Wea, and placed so their center lines coincide with joint center Itches 8. Digits Indicate size of plate to ruches. II II II I IIIII I III IIIII MiTek USA, Inc./CompuTrus Software +7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.084' @ 11'- 10.0' Allowed = 0.769' MAX DL CREEP DEFL-0.152' @ 15'- 6.1' Allowed = 1.154' MAX TL CREEP DEFL =-0.235' @ 11'- 10.0' Allowed = 1'.154' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.152' MAX HORIZ. LL DEFL = 0.027' @ 23'- 4.5' MAX HORIZ. TL DEFL = 0.058' @ 23'- 4.5' Wind: 110 mph, h=23.5ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. '( Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers �( which is non -concurrent with other live loads. 1-06 0 0 ta Ev.. 03 4 LUMBER SPECIFICATIONS TC: 2x4 OF N18BTR BC: 2x4 OF R18BTR WEBS: 2x4 OF R18BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12'OC. UON. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,MiBHS,M16 = MiTek MT series JT 1, 5: Heel to plate corner = 2..00' 0 0 v to C ? 0 o 11-10 6-03-14 12 4.00 C--- TRUSS SPAN 23'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF C8C 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-06-02 M-4x5 5-06-02 .s dE reps Cal c r in _..JES .........ATOF,., ,--, CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-2430) 30 1-6=(0) 2235 2-6=(-489) 81 2-3=(-2094) 34 6-7=(0) 1466 6-3=( 0) 653 3-4=(-2094) 34 7-5=(0) 2235 3.7=( 0) 653 4.5=(-2430) 30 7-4=(-489) .81 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) . 01- 0.0 0/ 1041V .411 41H 3.50' 1.11 OF ( 625) 23'- 8.0' 0/ 1041V 0/ OH 3.50' 1.11 OF ( 625) BRG @ 0'- 0.0' 1.11 OF/ 1.71 HF/ 1.63 SPF BRG @ 23'- 8.0' 1.11 DF/ 1.71 HF/ 1.63 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.085' @ 11'- 10.0' Allowed = 0.769' MAX DL CREEP DEFL =-0.155' @ 15'- 6.1' Allowed = 1.154: MAX TL CREEP DEFL =-0.235' @ 11'- 10.0' Allowed = 1.154 RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.155' MAX HORIZ. LL DEFL = 0.027' @ 23'- 4.5' MAX HORIZ. TL DEFL = 0.058' @ 23'- 4.5' Wind: 110 mph, h=23.5ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 11 10 Design checked for a 300 lb concentrated top chord 6-03 14 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 a 4.00 8-01-15 7-04-03 8-01-15 1 �. '<PL:21-04-04 23-08 JOB NAME: 19 at Darby - B11A Truss: LJ1 DES. BY: LA DATE: 5/1/2014 SEQ.: 5914897 TRANS ID: 397688 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. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Addtional permanent bracing of the overall structure Is the responsibility of the building designer. 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 TPIANTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E Scale: 0.2824 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their lenggth 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 connector plate design values see ESR-1311, ESR-1988 (MiTek) W V7v"�'4 s de repa DID c r in -TES r- ATOR. 1.rr,/ LUMBER SPECIFICATIONS TC: 2x4 OF q1&BTR BC: 2x4 OF q1&BTR WEBS: 2x4 OF q1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12.0C. UON. OVERHANGS: 0.0' 19.1' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series JT 1, 5: Heel to plate corner = 2.00' rn 0 v rn of 0 o TRUSS SPAN 23'- 8.0' CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LOAD DURATION INCREASE = 1.25 1- 2=(-2429) 24 1. 7=( -82) 2234 2- 7=(-489) 82 SPACED 24.0' O.C. 2. 3=(-2093) 29 7- 8=(-170) 1465 7- 3=( 0) 654 3- 4=(-2092) 20 8. 5=( -83) 2232 3. 8=( 0) 652 LOADING 4- 5=(-2427) 0 8. 4=(-487) 70 LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF 5. 6=( 0) 46 DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF BEARING MAX VERT MAX HORZ BAG REOUIRED BAG LENGTH LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) REOUIREMENTS OF CBC 2013 NOT BEING MET. 01- 0.0' 0/ 1041V -1300/ 1300H 3.50' 1.11 OF ( 625) 23'- 8.0' -32/ 1161V -13001 1300H 3.50' 1.24 OF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. BRG @ 0'- 0.0' 1.11 DF/ 1.71 HF/ 1.63 SPF BRG @ 23'- 8.0' 1.24 DF/ 1.91 HF/ 1.82 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.085' @ 11'- 10.0' Allowed = 0.769' MAX DL CREEP DEFL =-0.156' @ 8'- 1.9' Allowed = 1.154' MAX TL CREEP DEFL =-0.235' @ 11'- 10.0' Allowed = 1.154' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.156' MAX HORIZ. LL DEFL = 0.027' @ 23'- 4.5' MAX HORIZ. TL DEFL = 0.058' @ 23'- 4.5' COND, 2: 1300.00 LES SEISMIC LOAD. Wind: 110 mph, h=23.5ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), 11-10 11-10 load duration factor-1.6 Truss designed for wind Toads 6-03-14 5-06-02 5.06-02 6-03-14 in the plane of the truss only. Design checked for a 300 lb concentrated top chord 12 12 live load per IBC 2012 due to maintenance workers 4.00 C--- M-4X5 d 4.00 which is non -concurrent with other live loads. :21-04-04 8-01-15 JOB NAME: 19 at Darby - B12 Truss: LJ i 1 DES. BY: LA DATE: 5/1/2014 SEQ.: 5914898 TRANS ID: 397688 M-W(S) 7-04-03 23-08 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. Addi6onal temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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/WTCA In SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software+7.6.6(1L)-E 8-01-15 Scale: 0.2731 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC) and/or drywell(BC). 3. Zx 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 fmss, end placed so their center lines coincide with joint center lines. . 9. Digits indicate size of plate in inches. to. For basic connector plate design values see ESR•1311, ESR-1866 (MRek) 1-06 s de 'reps Orn C r in .-TES h ...,r, ATOR., I-, LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR BC: 2x4 OF #1&BTR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. UON. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,Ml8HS,M16 = MiTek MT series JT 1, 5: Heel to plate corner = 2.00' <PL:21-04 TRUSS SPAN 23'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-10 11-10 6-03-14 5-06-02 5-06-02 6-03-14 12 4.00 C- M-4x5 a 4.00 8-01-15 7-04-03 8-01-15 JOB NAME: 19 at Darby - B12A Truss: LJ 1 1 DES. BY: LA DATE: 5/1/2014 SEQ.: 5914899 TRANS ID: 397688 23-08 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes end Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown +. 3. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 TPIAMTCA In BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=(-2430) 30 1.6=( -82) 2235 2.6=(-489) 81 2.3=(.2094) 34 6-7=(-170) 1466 6-3=( 0) 653 3-4=(-2094) 34 7.5=( -82) 2235 3.7=( 0) 653 4-5=(-2430) 30 7.4=(-489) 81 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1041V -1300/ 1300H 3.50' 1.11 OF ( 625) 23'- 8.0' O/ 1041V -13001 1300H 3.50' 1.11 OF ( 625) BRG @ 0'- 0.0' 1.11 DF/ 1.71 HF/ 1.63 SPF BRG @ 23'- 8.0' 1.11 DF/ 1.71 HF/ 1.63 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.085' @ 11'- 10.0' Allowed = 0.769' MAX DL CREEP DEFL =-0.156' @ 15'- 6.1' Allowed = 1.154: MAX TL CREEP DEFL =-0.235' @ 11'- 10.0' Allowed = 1.154 RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.156' MAX HORIZ. LL DEFL = 0.027' @ 23'- 4.5' MAX HORIZ. TL DEFL = 0.058' @ 23'- 4.5' Scale: 0.2699 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an individual building component Applicability of design parameters and prover Incorporation of component Is the responsibility of the building designee 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their ten Rth by continuous sheathing such as plywood sheathing(TC) and/or drywanp). 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 connector plate design values see ESR-1311. ESR-1988 (MiTek) Wind: 110 mph, h=23.5ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. "a CG=4 ESR a/�pj14 s de irepE Ofn c r it ar„TES rADMzt;ATOFia (uu) LUMBER SPECIFICATIONS TC: 2x4 OF IY1&BTR BC: 2x4 OF IYI8BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT - 12.0C. LION. Staple or equal at non-structural vertical members (uon). Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,Ml8HS,M16 = MiTek MT series to r;t0 0 M-3x4 1-06 <PL:10-00-12 TRUSS SPAN 23'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 11-10 12 M-4x5 4.00 C-- JOB NAME: 19 at Darby ; B13 Truss: LJ1 q DES. BY: LA DATE: 5/1/2014 SEQ.: 5914900 TRANS ID: 397688 = M-5x5(S) WARNINGS: 1. But lder 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. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fastener; 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/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus-Software 7.6.6(1 L)-E 23-08 M-Jxr1 Scale: 0.3303 GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at T 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). 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 it 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 centerlines. 9. Digits indicate size of plate In Inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 11-10 COND. 2: 800.00 LBS SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Note:Truss design requires continuous bearing wall for entire span ION, Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. Truss designed for 4x2 outlookers. 20 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 areas only. 12 a 4.00 M-3x4 1-06 Na W `nW4 s de repa DID c r in um n rn nl -TES ...., ,;ATOR� j-, LUMBER SPECIFICATIONS TRUSS SPAN 23'- 8.0° 1CONO. 2: 800.00 LBS SEISMIC LOAD. TC: 2x4 OF IY1&BTR LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, BC: 2x4 OF q1&BTR (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), WEBS: 2x4 OF q1&BTfl LOADING load duration factor=1.6, LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF Truss designed for wind loads TC LATERAL SUPPORT <= 1210C. UON. DL ON BOTTOM CHORD 7.0 PSF in the lane of the truss only. p y . BC LATERAL SUPPORT <= 1210C. UON. TOTAL LOAD = 44.0 PSF Note:Truss design requires continuous Staple or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing wall for entire span UON. vertical members (uon). REQUIREMENTS OF CBC 2013 NOT BEING MET. Design checked for a 300 lb concentrated top chord Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP live load per IBC due to maintenance workers which is non-concurrrenren t with other live loads. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M,M20HS,M18HS,M16 = MiTek MT series Truss designed for 4x2 outlookers. 20 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 areas only. 11-10 11-10 6-03-14 5-06-02 5-06-02 5-11 12 12 4.00 � M-4x5 a 4.00 A nx rn 0 v m�0 o < M-3x4 <PL;10-00-12 8-01-15 JOB NAME: 19 at Darby - B13A = M-5x5(S) 7-04-03 23-08 Scale: 0.3479 WARNINOS: GENERAL NOTES, unless otherwise noted: Truss: ' B1 3A3. DES. BY: LA DATE • 5 / 1 / 2014 1. Builder end erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown �. Additional temporary bracing to Insure stability outing construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 1. This design is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper incorporation or component is the responsibility of the building designer. 2. Deslgn assumes the top and bottom chords to be laterally braced at end et 1a'hin respectively unless braced throughout their length by 2' continuous mg such as plywood aired where s and/or drywall(BC). continuous bridging 3. Impel bodging or lateral bracing required where shown +. SEQ. : 5914901 TRANSI D : 397688 4. No load should be eppiled 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 TPINJTCA in SCSI, copies of which will be famished upon request. 4. Installation of truss is the responsibility of the respective contractor. In 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 truss 8. Plates shell be located an both feces of truss,. and pieced so shalt center lines coincide with Joint center lines. IIIII I I I IIIII IIIII I II I II I III III MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 9. Digits Indicate size of plate Inches. ign values see ESR-1311, ESR-1988 (MiTek) 19. For basic connector plate design u� 0 0 M-3x4 L 9-09 L L 1-06 gXPI N3Q1�4 5/z%iS .s dE lrepa Gfn C r it ATES , ......JATOF... 1 ,• LUMBER SPECIFICATIONS TC: 2x4 OF N1&BTR BC: 2x4 OF g1&BTR WEBS: 2x4 OF q1&BTR TC LATERAL SUPPORT <= 1210C. MON. BC LATERAL SUPPORT <= 1210C. MON. OVERHANGS: 19.1' 19.1' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series JT 2, 6: Heel to plate corner = 1.75' 11-10 6-03-14 12 4.00 1--- 8-01-15 1.06 <PL:10-00-12 JOB NAME: 19 at Darby - B14 TRUSS SPAN 23'- 8.0- LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-06-02 5-06-02 M-5x6(S) M-4x5 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1. 2=( 0) 46 2- 8=(0) 2231 3- 8=(-487) 51 2- 3=(-2426) 0 8. 9=(0) 1465 8. 4=( 0) 652 3. 4=(-2091) 0 9- 6=(0) 2231 4- 9=( 0) 652 4. 5=(-2091) 0 9- 5=(-487) 51 5- 6=(-2426) 0 6- 7=( 0) 46 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1156V -511 51H 3.50' 1.23 OF ( 625) 23'- 8.0' 0/ 1156V 0/ OH 3.50' 1.23 OF ( 625) BRG @ 0'- 0.0' 1.23 DF/ 1.90 HF/ 1.81 SPF BRG @ 23'- 8.0' 1.23 DF./ 1.90 HF/ 1.81 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.084' @ 11'- 10.0' Allowed = 0.769' MAX OL CREEP DEFL =-0.152' @ 15'- 6.1' Allowed = 1.154' MAX TL CREEP DEFL =-0.235' @ 11'- 10.0' Allowed = 1.154' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.152' MAX HORIZ. LL DEFL = 0.027' @ 23'- 4.5' MAX HORIZ. TL DEFL = 0.058' @ 23'- 4.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 11 10 in the plane of the truss only. Design checked for a 300 lb concentrated top chord 6-03-14 live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 12 a 4.00 7-04-03 8-01-15 23-08 Scale: 0.2547 wcftkWARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an Individual Truss: bi 43. DES. BY: LA DATE: S / 1 / 2014 and Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown +, Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of P ry P 9 the overall structure is the responsibility of the building designer. building component. Applicability of design parameters and proper Incorporation of component is Me responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and et 10' o.c. respectively unless braced throughout their ten&gM by continuous sheathing such as plywood sheething(TC) and/or drywal&). 3. 2x Impact bridging or lateral bracing required where shown ++ /� S EQ . : 5914902 TRANS I D : 397688 IIIIII II II II II IIIII IIIII III I IIIII I II III 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/VVECA In BCSI, copies of which will be famished upon request. MiTek USA, Inc./CompuTrus Software +7.6.6(1 L)-E 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 ptrussed. a. Plates shall be located an both laces oftruss, and placed so their center lines coincide with Joint center lines. S.Digits Indite size of plate In Inches. 10. For basic connector plate design values see ESR-1111, ESR-1988 (MiTek) 1-06 f::;;;;;;;111 s dE irepa Oin C r in _.. tTES ......-JATOR- LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR BC: 2x4 OF #1&BTR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT <= 1210C. UON. OVERHANGS: 0.0' 19.1' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = UiTek MT series JT 1, 5: Heel to plate corner = 2.00' rn 0 v 0 o < TRUSS SPAN 23'- 8.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-2429) 0 1. 7=(0) 2234 2. 7=(-489) 60 2- 3=(-2093) 0 7- 8=(0) 1465 7- 3=( 0) 654 3- 4=(-2092) 0 8- 5=(0) 2232 3. 8=( 0) 652 4- 5=(-2427) 0 8- 4=(-487) 51 5. 6=( 0) 46 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 1041V -52/ 44H 3.50' 1.11 OF ( 625) 23'- 8.0' 0/ 1161V 0/ OH 3.50' 1.24 OF ( 625) BRG @ 0'- 0.0' 1.11 DF/ 1.71 HF/ 1.63 SPF BRG @ .23'- 8.0' 1.24 OF/ 1.91 HF/ 1.82 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.085' @ 11'- 10.0' Allowed = 0.769' MAX DL CREEP DEFL =-0.154' @ 8'- 1.9' Allowed = 1.154' MAX TL CREEP DEFL =-0.235' @ 11'- 10.0' Allowed = 1.154' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.154- MAX HORIZ. LL DEFL = 0.027' @ 23'- 4.5' MAX HORIZ. TL DEFL = 0.058' @ 23'- 4.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASIDE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord 6-03-14 5-06-02 5-06-02 6-03-14 live load per IBC 2012 due to maintenance workers .which is non -concurrent with other live loads. 12 12 4.00 C-- M-4x5 a 4.00 <PL:10-00-12 8-01-15 11-10 .11-10 JOB NAME: 19 at Darby - B14A Truss: Li 1 DES. BY: LA DATE: 5/1/2014 SEQ.: 5914903 TRANS ID: 397688 Zvi 7-04-03 23-08 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. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 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 TPIANTCA in BCSI, copies of which will be famished upon request. MiTek USA, Inc./CompuTrus Software +7.6.6(1L)-E 0 0 L 8-01-15 L � 1-06 Scale: 0.2733 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an individual building component. Applicability of design paremears and pro er Incorporation of component is the respons,bitity of the building Sealgner. 2. Design assumes the top and bottom chords to be the braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their tell 99th 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 ell supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of tmss, and placed so their center lines coincide with joint center lines. 9. Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MITek) a1 UP. %W4 5/Z/ 3 LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR BC: 2x4 OF #1&BTR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT - 12'OC. MON. BC LATERAL SUPPORT <= 12'OC. MON. OVERHANGS: 19.1' 0.0' Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 0 N O e7 TRUSS SPAN 7'- 3.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-03-08 12 4.00 I7 1-06 <PL:10-00-12 7-03-08 JOB NAME: 19 at Darby - B15 Truss: B15 DES. BY: LA DATE: 5/1/2014 SEQ.: 5914904 TRANS ID: 397688 M-2x4 s de repa Oin C r in .,TES , _., .,ATOR. l� f CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( 0) 46 2.4=(-26) 25 3.4=(-256) 17 2.3=(-106) 75 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH, LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -21/ 458V -26/ 82H 3.50' 0.49 OF ( 625) 7'- 3.5' O/ 306V 0/ OH 3.50' 0.33 OF ( 625) BRG @ 0'- 0.0' 0.49 DF/ 0.75 HF/ 0.72 SPF BRG @ 7'- 3.5' 0.33 DF/ 0.50 HF/ 0.48 SPF 4 Scale: 0.5644 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. Incorporation of component Is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 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). the overall structure is the responsibility of the building designer. 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. 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 "drycondition' of use. 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. fabrication, handling, shipment and installation of components. 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 TPIANTCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software +7.6.6(1 L)-E 10. For basic connector plate design values see ESR4311, ESR-1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.012' @ -1'- 6.6' Allowed = 0.106' MAX OL CREEP DEFL =-0.008' @ -1'- 6.6' Allowed = 0.159' MAX TL CREEP DEFL =-0.012' @ -1'- 6.6' Allowed = 0.159' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.205'- MAX HORIZ. LL DEFL =-0.000' @ 7'- 1.0' MAX HORIZ. TL DEFL =-0.000' @ 7'- 1.0' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. �( Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. Em %W'4. 5/vY LUMBER SPECIFICATIONS TC: 2x4 OF HISBTR BC: 2x4 OF g18BTR WEBS: 2x4 OF H18BTR TC LATERAL SUPPORT <= 12'OC. MON. BC LATERAL SUPPORT <= 12'OC. UON. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 12 4.00 t7 TRUSS SPAN 7'- 3.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-03-08 M-2x4 0 co 0 N in O O S 7-03-08 <PL:10-00-12 7-02-01 JOB NAME: 19 at Darby - B15A s de repa OM C r in, .-.TES ...ATOFI, t....f CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GOF/Cq=1.00 1-2=(-104) 78 1-3=(-26) 25 2-3=(-257) 22 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 325V -28/ 75H 3.50' 0.35 OF ( 625) 7'- 3.5' 0/ 307V O/ OH 3.50' 0.33 OF ( 625) BRG @ 0'-, 0.0' 0.35 DF/ 0.53 HF/ 0.51 SPF BRG @ 7'- 3.5' 0.33 DF/ 0.50 HF/ 0.48 SPF Scale: 0.5800 WARNINGS: GENERAL NOTES, unless otherwise noted: B1 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: 5A andWarnings before construction commences. building component. Applicability of design parameters and proper 2. 2:1c4 compresslon web bracing must be installed where shown +. Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: LA Is the responsibility of the erector. Additional permanent bracing of P tY P 8 Y o.c. and at 10' o.c. respectively unless braced throughout their len by continuous sheathing such as plywood sheathing(TC) endfor drywall BC). DATE: 5 / 1 / 2014 the overall structure is the responsibility of the building designer. 3. ar 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. SEQ. : 5914905 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, TRANS I D : 397688 design loads be applied to any component. and are for -dry condition' of use. 6. Design assumes full beading at all supports shown. Shim or wedge it 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. 6. This design Is furnished subject to the limitations set forth by 8. Plates shell be located on both feces of truss, and placed so shalt center In BCSI, copies of which will be furnished upon request. coincide with joint center lines. IIIIII II II IIIII IIIII I I I II IIII I 111111111 III IN 9. Digits indicate size of plate in inches. Digft MiTek MiTek USA, Inc./CompuTrus Software +7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL =-0.253' @ 3'- 8.1' Allowed = 0.435' MAX TC PANEL TL DEFL = •0.441" @ 3'- 8.1' Allowed = 0.652' 8ECOMMENDED CAMBER (BASED ON DL DEFL)= 0.202' MAX HORIZ. LL DEFL =-0.000' @ 7'- 1.0' MAX HORIZ. TL DEFL =-0.000' @ 7'• 1.0' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7.10., (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. +"a CONGA OW s de repa 011 C r in —TES or,...ATOR. k—I LUMBER SPECIFICATIONS TC: 2x4 OF g1&BTR BC: 2x4 OF g1&BTR WEBS: 2x4-DF H1&BTR TC LATERAL SUPPORT <= 12'OC. MON. BC LATERAL SUPPORT <= 1210C. UON. Staple or equal at non-structural vertical members (uon). Connector plate prefix designators: C,CN,CI8,CN1B (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 7I N c" - rn O1 O TRUSS SPAN 7'- 3.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12 4.00 f7 1-06 <PL:10-00-12 7-03-08 JOB NAME: 19 at Darby - B16 Truss:El 11 DES. BY: LA DATE: 5/1/2014 SEQ.: 5914906 TRANS ID: 397688 WARNINGS: 1. But and erection contractor should be advised of all General Notes end Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no lime 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 TPINJfCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E Scale: 0.6557 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at ID' o.c. respectively unless braced throughout their length by ' continuous sheathing such as plywood sheething(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 connector plate design values see ESR-1311, ESR-1988 (MiTek) COND. 2: 180.00 PLF SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat_2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Nate: Truss design requires continuous bearing we for entire span MON. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 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 M-2X4 permissible at inlet board areas only. 4 N O G) N s dE Irepa OM c r in --TES r-_...,;AT0R„ k1 LUMBER SPECIFICATIONS TC: 2x4 OF N1&BTR BC: 2x4 OF g1&BTR WEBS: 2x4 OF q1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. Staple or equal at non-structural vertical members (uon). Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series N O 00 O N C TRUSS SPAN 7'- 3.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12 4.00 E--- Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=11.6, Truss designed for wind loads in the plane of the truss only. Note -.Truss design requires continuous bearing wall for entire span UON. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 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. M-2x4 Outlookers must be cut with care and are permissible at inlet board areas only. M-3x4 M-2x4 :1U-UU-12 7-03-08 JOB NAME: 19 at Darby - B16A Truss: LJ1 I DES. BY: LA DATE: 5/1/2014 SEQ.: 5914907 TRANS ID: 397688 Scale: 0.7349 WARNINGS: GENERAL NOTES, unless otherwise noted:. 1. Builder and erection contractor should be advised of a0 General Notes 1. This design is based only upon the parameters shown and Is for an Individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector. Additional permanent bracing of P b P g 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). the overall structure Is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. 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. t and are for "dry condition- of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over end assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. I 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 tnrss, end placed so their center TPINVECA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate in Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E 10. For basic connector plate design values see ESR-1311. ESR-1988 (MiTek) N O O O EXPI GW4. 5%Z%ice LUMBER SPECIFICATIONS TC: 2x4 OF H18BTR 8C: 2x4 OF t91SBTR WEBS: 2x4 OF k18BTR; 2x8 OF 225OF A_ TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. LETINS: 1-08-08 0-00.00 Staple or equal at non-structural vertical members (uon). Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc U,U20HS,M18HS,M16 = MiTek MT series 0 N O t7 O O JOB NAME: 19 at Darby - B17 Truss: 1 DES. BY: LA DATE: 5/1/2014 SEQ.: 5914908 TRANS ID: 397688 s de Irepa Om C r in --TES . r,,, ;ATOR., t—f TRUSS SPAN 6'- 7.5' 1COND. 2: 180.00 PLF SEISMIC LOAD. LOAD DURATION INCREASE 1.25 SPACED 24.0' O.C. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), LOADING load duration factor=1.6, LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF Truss designed for wind loads DL ON BOTTOM CHORD = 7.0 PSF in the plane of the truss only. TOTAL LOAD = 44.0 PSF Note:Truss design requires continuous LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing wall for entire span UON. REQUIREMENTS OF CBC 2013 NOT BEING MET. Design checked for a 300 lb concentrated top chord 12 live load per IBC 2012 due to maintenance workers BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 4.00 which is non -concurrent with other live loads. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 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. M-2x4 Outlookers must be cut with care and are ' permissible at inlet board areas only. =M-10x10 M-M 1-06 j<PL:10-00-12 6-07-08 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Wamings before construction commences. 2. 2x4 compression web bracing must be Installed where shown +. 3. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 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 TPINVrCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E Scale: 0.7056 GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and is for an individual building component Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their tenQQth by continuous sheathing such as plywood sheathing(TC) and/or drywell$c). 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 condi8on- 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 oftruss, and placed so their center lines coincide with joint center lines. S. Digits Indicate size of plate in Inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) Go 0 N C. m s de repa Ofn C r it _„.TES ..._.._:ATOR 1--, LUMBER SPECIFICATIONS TC: 2x4 OF #18BTR BC: 2x4 OF #18BTR WEBS: 2x4 OF #18BTR; 2x8 OF 2250F A TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12.0C. UON. LETINS: 1-08.08 0-00-00 Staple or equal at non-structural vertical members (uon). Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 1-07-02 rb O CV O M O O 1 c L " PL:10-00-12 6-07-08 JOB NAME: 19 at Darby : B17A TRUSS SPAN 6'- 7.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+OL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 1-08-10 3-03-12 12 4.00 C7— Truss: B 17 DES. BY: LA DATE: 5/1/2014 SEQ.: 5914909 TRANS ID: 397688 M-2x4 CO O CM O C7 k-y 0-03-08 Scale: 0.4856 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of a8 General Notes 1. This design Is based only upon the parameters shown and Is for an Individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their Lenggth by continuous sheathing such as plywoodsheathing(TC) andlor drywall(BC). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component unlit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 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. 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. fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forthby 8. Plates shall be located on both faces of truss, and placed so their center TPINVTCA in SCSI, copies of which will be furnished upon request lines coincide with joint center fines. 9. Digits indicate size of plate in Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E to. For basic connector plate design values see ESR-1311, ESR-1988 (MITek) CONO. 2: 180.00 PLF SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Note usdesign requires continuous beag wall for entire span UON. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 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. OutlookerI must be cut with care and are permissible at inlet board areas only. V gip �p/14 LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR BC: 2x6 OF SS WEBS: 2x4 OF #1&BTR; 2x6 OF SS A TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. LETINS: 1.00-00 0-00-00 - For hanger specs.- See approved plans Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 0 N O m O O C TRUSS SPAN 6'- 7.5' LOAD DURATION INCREASE = 1.25 (Non -Rep) SPACED 24.0. O.C. LOADING ADOL: TC UNIF LL( 20.0)+DL( 17.0)= 37.0 PLF 0'- 0.0' TO 6' ADOL: TC UNIF LL( 20.0)+DL( 17.0)= 37.0 PLF 0'- 0.0' TO 6' ADOL: BC UNIF LL( 90.5)+DL( 108.5)= 199.0 PLF 0'- 0.0' TO 6' ADDL: BC UNIF LL+DL= 7.0 PLF 0'- 0.0' TO 6'- 7.5' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 0-11-07 2-04-05 3-03-12 12 4.00 C--- M-2x4 L L �, 3-02 3-05-08 L � PL:10-00-12 6-07-08 JOB NAME: 19 at Darby - B18 Truss: LJ DES. BY: LA DATE: 5/1/2014 SEQ.: 5914910 TRANS ID: 397688 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. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no lime 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 TPIAVTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E rb O N O M .s de irepa Om c r in , TES , _,,, ;ATOF 1 - CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( -61) .2 1-5=(-429) 990 1-2=(-1220) 406 2.3=(-775) 64 5-6=(-432) 962 5-3=( 0) 569 3-4=(-332) 349 3.6=(-1123) 511 6.4=( -197) 42 7.5' V 7.5' V BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH 7.5' V LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -64/ 928V -1192/ 1192H 3.50' 0.99 OF ( 625) 6'- 7.5' -68/ 927V -1192/ 1192H 3.50' 0.99 OF ( 625) BRG @ 0'- 0.0' 0.99 DF/ 1.53 HF/ 1.46 SPF BRG @ 6'- 7.5' 0.99 DF/ 1.53 HF/ 1.45 SPF Scale: 0.5164 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their ten ggMM by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2z 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 far "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is Vrovided. 8, Plates shall be located on both faces of Was, and placed so their center lines coincide with joint centerlines. 9. Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037: @ 3'- 2.0' Allowed = 0.201' MAX OL CREEP DEFL =-0.071@ 0'- 10.0' Allowed = 0.302' MAX TL.CREEP DEFL =-0.073' @ 3'- 2.0' Allowed = 0.302' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.071- MAX HORIZ. LL DEFL = 0.003' @ 6'- 4.0' MAX,HORIZ. TL DEFL = 0.005' @ 6'- 4.0' COND. 2: 180.00 PLF SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR BC: 2x4 OF #1&BTR WEBS: 2x4 OF #1&BTR; 2x8 OF 2250F A TC LATERAL SUPPORT <= 12.0C. LION. BC LATERAL SUPPORT <= 1210C. UON. LETINS: 1-11-15 0.00.00 Staple or equal at non-structural vertical members (ton). Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series m 0 m s de repa Om C r iN -TES r-.,or ;ATOR. tw/ TRUSS SPAN 8'- 9.5' 1COND. 2: 180.00 PLF SEISMIC LOAD. LOAD DURATION INCREASE mp 1.25 SPACED 24.0' O.C. Wind: 110 h, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), LOADING load duration factor=1.6, LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF Truss designed for wind loads DL ON BOTTOM CHORD = 7.0 PSF in the plane of the truss only. TOTAL LOAD = 44.0 PSF Note:Truss design requires continuous LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing wall for entire span UON. REQUIREMENTS OF CBC 2013 NOT BEING MET. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP which is non -concurrent with other live loads. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12 Truss designed for 4x2 outlookers. 2x4 let -ins 4.00 C-- 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 M-2X4 permissible at inlet board areas only. < = M-10x10 M-3x6 L L 1-06 <PL:10-00-12 8-09-08 JOB NAME: 19 at Darby - B19 Truss: LJI e DES. BY: LA DATE: 5/1/2014 SEQ.: 5914911 TRANS ID: 397688 WARNINGS: 1. Builder and erection contractor should be advised of an General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown +. 3. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall struchne Is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any foods 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 TPIANTCA In SCSI, copies of which will be fumished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E Scale: 0.5877 GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. v 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywali(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 connector plate design values see ESR-1311, ESR-1988 (MiTek) co 0 m s de repa Dln c r in -TES rnon—ATOR. I—) LUMBER SPECIFICATIONS TC: 2x4 OF H1&BTR BC: 2x4 OF N1&BTR WEBS: 2x4 OF N1&BTR; 2x8 OF 2250F A TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. LETINS: 1-11.15 0-00-00 Staple or equal at non-structural vertical members (uon). Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,MI6 = MiTek MT series 1-10-07 <PL:10-00-12 JOB NAME: 19 at Darby - B19A Truss: DES. BY: to DATE: 5/1/2014 SEG.: 5914912 TRANS ID: 397688 TRUSS SPAN 8'- 9.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 2-06-05 4-04-12 12 4.00 C--- 8-09-08 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. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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 then 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 TPI1WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E M-2x4 co 0 co �_4 0-03-08 Scale: 0.4488 GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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). 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. S. 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 connector plate design values see ESR-1311. ESR-1988 (MiTek) COND. 2: 180.00 PLF SEISMIC LOAD. Wind: 110 mph, h=15ft, TCDL=10.2,BCOL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Note:Truss design requires continuous bearing wall for entire span UON. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 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. OutlookerI must be cut with care and are permissible at inlet board areas only. .s de repa OM c r it - TES .. , ;ATOR t, LUMBER SPECIFICATIONS TC: 2x4 OF M1&BTR BC: 2x4 OF M1&BTR WEBS: 2x4 OF pt&BTR; 2x8 OF 225OF A TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. LETINS: 1-00-00 0-00-00 OVERHANGS: 19.1' 0.0' Connector plate prefix designators: C,CN,Cl8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 0 cv 0 0 1-06 TRUSS SPAN 8'- 9.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 0-11-01 3-05-11 4-04-12 12 4.00 C--- M-2x4 <PL:10-00-12 JOB NAME: 19 at Darby - B20 Truss: DES. BY: LA DATE: 5/1/2014 SEQ.: 5914913 TRANS ID: 397688 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. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 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 then 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/WrCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software +7.6.6(1 L)-E CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( 0) 46 2.6=(-51) 319 2-3=(-618) 26 2-3=( -28) 148 4-6=(-361) 40 3-4=(-387) 35 6-5=(-186) 6 4-5=( -80) 56 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -14/ 516V -391 114H 3.50' 0.55 OF ( 625) 81- 9.5' 0/ 395V 0/ OH 3.50' 0.42 OF ( 625) BRG @ 0'- 0.0' 0.55 DF/ 0.85 HF/ 0.81 SPF BRG @ 8'- 9.5' 0.42 DF/ 0.65 HF/ 0.62 SPF VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.027' @ 4'- 4.2' Allowed = 0.274' MAX DL CREEP DEFL=..0.029' @ 4'. 4.2' Allowed = 0.410' MAX TL CREEP DEFL = 0.064' @ 4'. 4.2' Allowed = 0.410' RECOMMENDED CAMBER (BASED ON OL DEFL)=-0.232- MAX HORIZ. LL DEFL = 0.002' @ B'- 6.0' MAX HORIZ. TL DEFL = 0.003- @ 8'- 6.0' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 0 m i 8-06 0-03-08 L 8-09-08 Scale: 0.4840 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' a.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) andfor drywall SC). 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 Wss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In Inches. 10. For basic connector plate design values see ESR.1311, ESR-1988 (MiTek) s de repa ofn C r in _TES . __.._.:ATOR_ %__1 LUMBER SPECIFICATIONS TC: 2x4 OF IY1&BTR BC: 2x4 OF IY1&BTR WEBS: 2x4 OF g1&BTR; 2x8 OF 225OF A TC LATERAL SUPPORT <= 1210C. UON. SC LATERAL'SUPPORT <= 1210C. UON. LETINS: 1.00-00 0-00.00 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 0-11-01 0 t7 C3 0 <PL:10-00-12 JOB NAME: 19 at Darby - B20A Truss: LJ Ac.I DES. BY: LA DATE: 5/1/2014 SEQ.: 5914914 TRANS ID: 397688 TRUSS SPAN 8" 9.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+OL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 3-05-11 4-04-12 12 4.00 C--- 8-06 8-08-01 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. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 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 TPIIVVECA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E M-2x4 0-03-08 CBC2013/IBC2012 MAX MEMBER FORCES 4WRIGDF/Cq=1.00 1-2=( .28) 17 1-5=(-46) 319 1-2=(-530) 19 2.3=(-387) 42 3-5=(-361) 49 3-4=( -81) 55 5-4=(-186) 6 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 430V -42/ 107H 3.50' 0.46 OF ( 625) 8'- 9.5' 0/ 395V 0/ OH 3.50' 0.42 OF ( 625) BRG @ 0'- 0.0' 0.46 DF/ 0.71 HFI 0.68 SPF BRG @ 8'- 9.5' 0.42 DF/ 0.65 HF/ 0.62 SPF Scale: 0.5125 GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters end proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 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). 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 feces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in Inches. to. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.027' @ 41- 4.2' Allowed = 0.274' MAX OL CREEP DEFL =-0.025' @ 4'- 4.2' Allowed = 0.410' .MAX TL CREEP DEFL = 0.064' @ 4'- 4.2' Allowed = 0.410' RECOMMENDED CAMBER (BASED ON OL DEFL)=-0.232' MAX HORIZ. LL DEFL = 0.002' @ 8'- 6.0' MAX HORIZ. TL DEFL = 0.003' @ 8'- 6.0' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. -s dE repa Dm c r in ,-.TES ..._..__ATOR LUMBER SPECIFICATIONS TC: 2x4 OF N1&BTR BC: 2x4 OF N1&BTR WEBS: 2x4 OF k1&BTR TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. "LUS24 SIMPSON HANGER W/10d NAILS ATTACHED TO TRUSS (818) SEO. NO. SEE STANDARD HANGER DETAIL Connector plate prefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,II20HS,M18HS,M16 = MiTek MT series , TRUSS SPAN 8'- 6.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)tDL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-00-10 4-05-06 12 4.00 C--- M-2x4 M-3x4 M-3x4 8-06 . <PL:10-00-12 8-04-09 JOB NAME: 19 at Darby - B21 Truss: DES. BY: LA DATE: 5/1/2014 SEQ.: 5914915 TRANS ID: 397688 5 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1.2=( 0) 110 4.5=(.41) 328 1.4=(-156) 16 5.3=(-168) 8 2-3=(-84) 51 4-2=(-407) 6 2.5=(-379) 49 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' 0/ 398V -45/ 112H 3.50' 0.42 OF ( 625) 8'- 6.0' 0/ 395V 0/ OH 3.50' 0.42 OF ( 625) BRG @ 0'- 0.0' 0.42 DF/ 0.65 HF/ 0.62 SPF BRG @ 8'- 6.0' 0.42 DF/ 0.65 HF/ 0.62 SPF Scale: 0.5115 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. Incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' a.i. respectively unless braced throughout their lenggth by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). the overall structure Is the responsibility of the building designer. 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. 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. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibilityfor the necessary. let, [cation, handling, shipment and installation of components, 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 TPIA;CA in BCSI, copies or which will be furnished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate In Inches. MiTek USA, InC./CoMpuTrus Software 7.6.6(1 L)-Z A. For basic connector plate design values see ESR-1311, ESRA 988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = .0.004' @ 4'- 2.4' Allowed = 0.264: MAX DL CREEP DEFL =-0.005' @ 4'- 2.4' Allowed = 0.396 MAX TL CREEP DEFL = 0.067" @ 4'- 2.4' Allowed = 0.396' RECOMMENDED CAMBER (BASED ON DL DEFL)=-0.211- MAX HORIZ. LL DEFL = 0.002: @ B'- 2.5' MAX HORIZ. TL DEFL = 0.003@ 8'- 2.5' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. s de repa Gm C r in TES , .,.. _;ATOR_ t_, LUMBER SPECIFICATIONS 'TC: 2x4 OF N18BTR BC: 2x4 OF p18BTR WEBS: 2x4 OF N18BTR TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT <= 1210C. LION. Staple or equal at non-structural vertical members (uon). Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = Compu7rus, Inc M,M20HS,M18HS,M16 = MiTek MT series u7 0 o 0 TRUSS SPAN 9'- 11.2' ICOND. 2: 180.00 PLF SEISMIC LOAD. t LOAD DURATION INCREASE 1.25 SPACED 24.0' O.C. Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, 1 (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), LOADING load duration factor=1.6, LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF Truss designed for wind loads DL ON BOTTOM CHORD = 7.0 PSF in the plane of the truss only. TOTAL LOAD = 44.0 PSF Note:Truss design requires continuous ADDL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 9'- 11.2' V bearing wall for entire span UON. LIMITED STORAGE DOES NOT APPLY DUE 70 THE SPATIAL Design checked for a 300 lb concentrated top chord LIMITED STORAGE OF CBE 2NOT NOT BEING MET. live load per IBC 2012 due to maintenance workers RE 0 which is non -concurrent with other live loads. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Truss designed for 4x2 outlookers. 2x4 let -ins AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. of the same size and grade as structural top chord. Insure tight fit at each end of let -in. 5-06-02 4-05-02 Outlookers must be cut with care and are permissible at inlet board areas only. 12 3.00 v 1-06 <PL:10-00-12 JOB NAME: 19 at Darby - B22 Truss: DES. BY: LA DATE: 5/1/2014 SEQ.: 5914916 TRANS ID: 397688 WARNINGS: 1. Builder and erection contractor should be advised of ell General Notes and Warnings before construction commences. 2. 2z4 compression web bracing must be Installed where shown +. 3. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 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. Compu7rus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of component. 6. This design Is furnished subject to the limitations set forth by TPI/WfCA In BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L)-E 9-07-12 9-11-04 Scale: 0.5183 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an Individual building component. Applicability of design parameter: and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their ten&&M by continuous sheathing such as plywood sheathing(TC) and/ar 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 Wss, and placed so their center lines coincide with joint centerlines. 9. Digits indicate size of plate In Inches. 10. For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) M-2x4 0-03-08 W s de repa Om C r in -TES rh.-ATORQ (w) LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR BC: 2x4 OF #1&BTR WEBS: 2x4 OF #1&BTR TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 1210C. UON. OVERHANGS: 18.8' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 9'- 11.2' LOAD DURATION INCREASE = 1.25 . SPACED 24.0' D.C.' LOADING LL( 20.0)+DL( 17.0) ON TOP CHORD = 37.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 44.0 PSF ADOL: BC UNIF LL+DL= 10.0 PLF 0'- 0.0' TO 9'- 11.2' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP • AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5-06-02 rn 0 0 C7 7 C7tO 0 12 3.00 v 5-04-06 1-06 <PL:10-00-12 JOB NAME: 19 at Darby - B23 9-11-04 4-05-02 4-06-14 CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( 0) 35 2.5=(0) 917 5-3=( 0) 248 2.3=(-991) 0 5-6=(0) 907 3-6=(-959) 0 3-4=( -63) 37 6-4=(-165) 17 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG LENGTH LOCATIONS REACTIONS REACTIONS SIZE INCHES (SPECIES) 01- 0.0' -341 614V -27/ 84H 3.50' 0.65 OF ( 625) 9'- 11.2' -2/ 476V 0/ ON 3.50' 0.51 OF ( 625) BRG @ 0'- 0.0' 0.65 OF/ 1.01 HF/ 0.96 SPF BRG @ 9'- 11.2' 0.51 DF/ 0.78 HF/ 0.75 SPF M-2x4 Scale: 0.4777 WARNINGS: GENERAL NOTES, unless otherwise noted: B3. I. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: end Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown +- Incorporation of component is the responsibility of the building designer. Additional temporary bracing to insure stability during consbuction 2. Design assumes the top and bottom chords to be laterally braced at 2' end et 10' o.c. respectively unless braced throughout their length by DES. BY: LA Is the responsibility of the erector. Additional permanent bracing of P ly P 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). continuous DATE • 5 / 1 / 2014 the overall structure is the responsibility of the building designer. 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 buss Is the responsibility of the respective contractor. SEQ. : 5914917 fasteners are complete and at no time should any loads greater than 5. Design assumes busses are to be used in a non -corrosive environment, -dry I C p TRANS D : 397 design loads be applied to any component. for the and are for condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if V OS 5. CompuTrus has no control over and assumes no responsibilly . fabrication, handling, shipment and installation of com onents .necessary. 7Design assumes adequate drainage is provided. S. 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 TPIIWfCA in SCSI, wples of which will be furnished upon request. Tines coincide with joint center Imes. IIII IIIII III I IIII III IIII III 9. Digits indicate size of plate Inches. III II IIII MiTek USA, Inc./CompuTrus Software 7.6.6(1 L)-E ign values see ESR-1311, ESR-1988 (MiTek) 10. For basic connector plate design VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =-0.016' @ 5'- 4.4' Allowed = 0.312' MAX OL CREEP DEFL =-0.035' @ 5'- 4.4' Allowed = 0.468' MAX TL CREEP DEFL =-0.050' @ 5'- 4.4' Allowed = 0.468' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.035' MAX HORIZ. LL DEFL = 0.004' @ 9'- 7.7' MAX HORIZ. TL DEFL = 0.011' @ 9'- 7.7' Wind: 110 mph, h=15ft, TCDL=10.2,BCDL=4.2, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Design checked for a 300 lb concentrated top chord live load per IBC 2012 due to maintenance workers which is non -concurrent with other live loads. 0 ox 0 N VICe\ .. 5t 2%7 � D � , BCSI-91SUMMARY SHEET = GUIIDE Spans over 60 may require cOi GENERAL NOTES NOTES GENERALES Trusses are not marked in any way to identify the Los trusses no estan marcados de ningdn modo que frequency or location of temporary lateral restraint idenbfiquelafrecuendaolocalizaddnderestriccidnlateral and diagonal bracing. Follow the recommendations y arriostre diagonal temporales. Use lasrecomendadanes for handling, installing and temporary restraining de manejo, instalad6n, restdcot6n yarriostre temporal de and bracing of trusses. Refer to BCSI - Guide to los trusses. Vea el folleto BCSI- Guia de Buena Pratt ca & Bracing of Metal Plate Connected Wood Trusses de Madera Conectados con Playas de Metal*** Trusses*** for more detailed information. para informad6n mas detallada. Truss Design Drawings may specify locations of Los dibujos de diseno de los trusses pueden especificar permanent lateral restraint or reinforcement for las locaizadones de restriccdn lateral permanente o individual truss members. Refer to the BCSI= refuerzo en los miembros individuales del buss. Vea la B3*** for more information. All other permanent hoja resumen BCSI-B3*** para mas informad6n. El bracing design is the responsibility of the building recto de los disenos de ardostres permanentes son la designer. responsabllidad del disenador del edifido. AWARNING The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iADVERTENCIA! El resultado de un manejo, levantamiento, instalacicin, restriccidn y arrisotre incorrecto puede ser la caida de la estructurd o adn peor, hendos o muertos. A(CaUM Igo Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. m =009MM Utilise cautela at quitar las atadurds o los pedazos de metal de sujetar para evitar dano a los trusses y prevenir la herida personal. Lleve el equipo protectivo personal para ojos, pies, manes y cabeza cuando trabaja con trusses. A CaUKM Use BRdJ utii/ym 9 Utilice special care in cuidado especial en windy weather or dias ventoscs o cerca near power lines de cables electricos o and airports. de aeropuertos. Spreader bar for truss .HANDLING MANE10.°°°� " O O EM Avoid lateral bending. Evite la llexibn lateral. Use proper rig- Use equipo apropiado ging and hoisting Para levantar e The contractor is responsible for equipment. improvisar. properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El contratista tiene la responsabilidad de recibir, descargar y almacenar adecuadamente los trusses en la obrd. Descargue los trusses en la tierra liso Para prevenir el dano. c (S) DO NOT store NO almacene unbraced bundles verticalmente los "•'' Y - upright. trusses sueltos. 0 Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stared for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (D.C.). Los trusses pueden ser descargados directamente en el suelo en aquel momento de entrega o .a almacenados temporalmente en contacto con el ` suelo despu& de entrega. Si los trusses estaran guardados Para mas de una semana, ponga bloqueando de altura sufidente detras de la Pita (S) DO NOT store on NO almacene en tierra de los trusses a 8 hasta 10 pies en Centro (o.c.). uneven ground. desigual. . 0 For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses�guardados por mas de una semana, cubs los paquetes pars protegerlos del ambience. Refer to BCSI*** for more detailed information - - - pertaining to handling and jobsite storage of -- trusses. a Vea el folleto BCSI*** para informadon mas detal- lads sobre el manejo y almacenado de Ids trusses area de en trdbalo. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES DON'T overload the crane. NO sobrecargue la gr6a. NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquete. 0 A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 IT). Use at least two lift points for bundles of top ®WARNING chord pitch trusses up to 60' (18.3 m) and paral- Do not over load supporting structure with truss bundle. lel chord trusses up to 45' (13.7 m). Use at least three lift points for bundles of top chord pitch iADVERTENCIAI No sobrecargue la trusses >60' (18.3m) and parallel chord trusses estructura apoyada con el paquete de >45' (13.7 m). trusses. Puede usar un solo lugar de levantar pars pa- 0 Place truss bundles in stable position. quetes de trusses de la cuerda superior hasta 45' y trusses de cuerdas paralelas de 30' o menos. Puse paquetes de trusses en una posicidn Use por to menos dos puntos de levantar con estable. grupos de trusses de cuerda superior inclinada hasty 60' y trusses de cuerdas paralelas hasty 45' Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60' y trusses de cuerdas paralelas mas de 45'. MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSE. RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES SmUsing a single pick -point at the peak can damage the truss. Et use de un solo lugar en el pico para levantar puede so' or less hacer dano at truss. oreader bar Too -in oe-In ur 1/2 to Approx. 1/2 yl truss length TRUSSES UP TO 30' (9.1 on TRUSSES HASTA 30 PIES Locate Spreader bar Aftach 10' (3 m) above or stifiback o.c. max. mid -height I Spreader bar 2/3 to TRUSSES UP 70 60' (18.3 m) _� f- yq tmss length TRUSSES HASTA 60 PIES Tagline TRUSSES UP TO AND OVER 60' (18.3 m) TRUSSES HASTA Y SOBRE 60 PIES -� Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en posicidn con equipo de grtia hasty que la restriccidn lateral temporal de la cuerda superior este instalado y el truss esta asegurado en IDS soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO 0 Trusses 20' - - Trusses 30' t . (6.1 m) or j (9.1 m) or f less, support , less, support at near peak. quarter points. soporte Soporte de cerca at Pico Cos cuarhos IDS trusses m I de try o los Trusses u to 30' Trusses u to 20' P d 20 i o P e es I trusses de 30 P (6.1 m) (9.1 m) menos. Trusses hasta 20 pies pies o menos. ` Trusses hasta 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL I Refer to BCSI-B2*** for more information. Top Chord Temporary Vea el resumen BCSI-82*** para mas informacidn. Lateral Restraint (TCTLR) 0 Locate ground braces for first truss directly in line 2x4 min. with all rows of top chord temporary lateral restraint table in the next column). Coloque los arriostres de tierra pars el primer truss directamente en linea con cada una de lasP filas de restriccidn lateral temporal de la cuerda =90° Brace first Vus I superior (vea la tabla en la prdxima columns). S securely i (S) DO NOT walk on unbraced trusses. before NO canine en trusses sueltos. t- erection of additional DO NOT stand on truss overhangs until trusses. v Structural Sheathing has been applied to the truss and overhangs. NO se pare en voladizos cerchas hasty a Revesttmiento estructural ha sido aplicado a la armadurd y voladizos. DE STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instate los arriostres de tierra. 2) Instate el primero truss y ate seguramente at arriostre de tierra. 3) Instate los pr6ximos 4 trusses con restriccidn lateral temporal de miembro corto (vea abajo). 4) Instate el arriostre diagonal de la cuerda superior (vea abajo). 5) Instate arriostre diagonal para los plans de los miembros secundarios Para estabilice los primeros cinco trusses (vea abajo). 6) Instate la restriccidn lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. EMRefer to BCSI-B2*** for more information. Vea el resumen SCSI-B2*** pare m6s informacidn. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES RESTRICCIONIARRIOSTRE PARA TODOS PLANOS DE TRUSSES This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restriccidn y arriostre es Para todo trusses excepto trusses de cuerdas paralelas (PCrs) 3x2 y 02. Vea la parte superior de la columna Para la restriod6n y arriostre temporal de PCTs. 1) TOP CHORD - CUERDA SUPERIOR Truss Span p ; Top Chord Temporary Lateral Restraint (TCTLR) Spacing -Long_itud de.Tramo _ _Espaoiamiento del Arriostre. Temporal de la Cuerda SuperiorT Up to 30' 10' (3 m) o.c. max. (9.1 m) 30' (9.1 m) - 8' (2.4 m) o.c. max. 45'(13.7 m 45' (13.7 m) 6' (1.8 m) o.c. max. 60' 18.3 ni- 60' (18.3 m) - 4' (1.2 m) o.c. max. 80' (24.4 m)* *Consult a Registered Design Professional for trusses longer than 60' (18.3 IT). `Consulte a un Professional Registrado de Disen-o Para trusses mas de 60 pies. 0 See BCSI-82*** for TCTLR options. Vea el BCSI-82*** para las opciones de TCTLR. ®• - {. Refer to BCSI-63*** for Gable End Frame restraint/bracing/ qj reinforcement information. 1+, Para informacidn sobre r . triccf6n/ - TCTLR arriostre/refuerzo Para Armazones Hastiales vea el resumen BCSI-B Note: Ground bracing not shown for clarity. a << 10" or } 4y .. Truss attachment 0 Repeat diagonal braces for each set of 4 trusses. required at support s) Repita los arrisotres diagonales para cada grupo de 4 trusses. Section A -A 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS = LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! I Diagonal CLR II 1 1 t Bottom o ' Y chords 4` Diagonal braces every 6.1 10 truss space 10' (3 m) - 15' (4.6 20' (m) max. Same spacing as bottom Note: Some chord and web member chord lateral restraint not shown for clarity. 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4xl2' or greater lapped over two trusses or CUR splice reinforce- ment. \ solice re n orcemen Truss Member 2yt CLR A Minimum 2' 2x Scab block centered over splice. Attach to CUR with minimum 8-16d S (0.1350.5") nails each side of splice or as specified by the Building Designer. S SECTION A -A i i i 1 Truss Member Note: Some chord and web members not shown for clarity. l a *Diagonal braces every 10 truss spaces 20' (6.1 m) max. 10'(3m)-15'(4.6m)max. CA TRARA EL permanente c RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 10' 3 m) or Diagonal bracing Repeat diagonal bracing Sm Refer to 15' 4.6 m)* every 15 truss spaces 30' BCSI-87*** for more (9.1 m) max. information. Vea el resumen BCSI-B7*** 1 para m6s information. I a. r i• * r:: 7 ' � may'•: �.. Apply diagonal brace to vertical ,%, webs at end of cantilever and at bearing locations. All lateral restraints w lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. INSTALLING - JTNSTA CTON I s j;0ut-of-Plane Tolerances for Out -of -Plane. ,Out -of -Plumb I Max. Bow Truss Length Tolerancias pars Fuel -de -Plano. ( 3/4" 12.5' Max. Bow x D/50 D (ft.) 19 mm 3.8 IT Length ->• 114" 1' 7l8" � 14.6' I: Max. w g 6 mm 0.3 m 22 mm 4.5 m Len th - ► 1l2" 2' 1" 16.7' Max. Bow o ' 13 mm 0.6 m 25 mm 5.1 m P t i 3/4" 3' 1-1/8" 18.8' �-- Length ► I: d S plumb 19 coca 0.9 m 29 coca 5.7 m i ./ line 1" 4' 1-1/4" 20.8' Q Tolerances for r f 25 mm 1.2 m 32 mm 6.3 m Out -Of -Plumb. 1-1/4" 51-3/8" 22.9' D/50 max - - 32 mm t.5 m 35 mm 7.0 m Tolerancias pat f'i Fuera-de-Plomada. );mod+ . * 1-1/2" 6' 1-1/2" 25.0' 38mm 1.8m 38mm 7.6m 13/4" 7' 1-3/4" 29.2' CONSTRUCTION LOADING 45 mm 2.1 m 45 mm 8.9 m CARGA DE CONSTRUCCION 2" 2Z 2" a33.3' m (S)' (51 mm) 1 (22.4 DO NOT proceed with construction until all lateral • restraint and bracing is securely and properly in place. NO proceda con la construccicin hasta que Codas las restric- dones laterales, y los arriostres est6n colocados en forma apropiada y Segura. DO NOT exceed maximum stack heights. Refer to BCSI-84*** for more information. NO exceda las alturas maximas de mont6n. Vea el resumen BCSI-54*** Para mas informacidn. f. .�' Maximum Stack Height' for Material on Trusses -1 Material Height p Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles , 2 bundles Concrete Block Clay Tile 3-4 tiles high � G NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs. r NUNCA apile IDS matedales cerca de un pica, a centro de la luz, en cantilevers o aleros. DO NOT overload small groups or single trusses. NO sobrecargue pequefios grupos o trusses individuales. 0 Place loads over as many trusses as possible. Coloque las cargas sobre Lantos trusses como sea posible. Position loads over load bearing walls. \ Coloque las cargas sobre las Paredes soportantes. ALTERATIONS - ALTERACIONES ) ZMRefer to BCSI-B5.*** Truss bracing not shown for clarity. *** Vea el resumen BCSI-B5. 0 DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO corte, altere o perfore ning6n mlembro estructural de un truss, a menos que est6 especificamente permiddo en el dibujo del disen"o del truss. Trusses that have been overloaded during construction or aftered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcd6n o han sido alterados sin la autor- izaci6n previa del Fabricante de Trusses, pueden hater nuto y sin efecto la garanba limitada del Fabricante de Trusses. ntact the Component Manufacturer for more Information or consult a Registered Design Pmfessloaal for assistance. w caeca nnun-y�n,uny rvr u� um urnumem, wvr auonuuauy. Vur. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if appetable) are professionals with the capability to undertake the work they have'agreed to do on any given project If the contractor believes It leads assistance In some aspect of the construction project, It should seek assistance from a competent parry. The methods and procedures outlined in this document are Intended to ensure that the overall wnstuction techniques employed will put the trusses Into place SAFELY. These recommendations for handling, Installing, restraining and bracing lasses are baud upon the collective experience of leading Personnel Involved with truss design, manufacture and Installation, but must, due to the nature of responsibilities Involved, be presented only as a GUIDE for use by a qualified building designer or contractor. it Is not Intended that these recommendations be Interpreted as superior to the building designers design specification for handling, installing, restraining and bracing trusses and it does not preclude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, fiwm, roofs and all the Interrelated structural building components as determined by the wntractoc Thus, SBCA and TPI expressly disclaim any responsibility for damages arising fmm the use, application, or reliance on the recommendations and information contained herein. S13C' w000 tlhlnt cootat TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, cat 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 608/274-4849 • sbdndustry.com 703/683-1010 • tpinstorg FEBRUARY 14, 20121 CONVENTIONAL VALLEY FRAMING DETAIL I ST-VALLEYI 00 �laa 0 00 0 00 �aa MiTek USA, Inc. RIDGE BOARD ( SEE NOTE #6 ) MiTek USA, Inc. GABLE END, COMMON TRUSS OR GIRDER TRUSS ----------------- - ------------ ----- ----- ----- h ' VALLEY PLATE ( SEE NOTE #4 ) I ti POST VALLEY RAFTERS ' ( SEE NOTE #8 ) ( SEE NOTE #2) _LL PLAN DRAWING r'L/lIV JCU I IVIN POST ( 24" O.C. TRUSS MUST GABLE END, COMMON TRUSS ' BE SHEATHED NOTE: GENERAL SPECIFICATIONS 48" O.C. MAXIMUM POST SPACING 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MW FRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-10 115 MPH (MW FRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5" X .131 ") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (3" X .131")NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) 10d (3" X .131 ")TOE -NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5" X .131 ") TOE -NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (3.5" X .131 ") TOE -NAILS. FES Sf�N 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. QROFES �� q� 'sooAt INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3" X NAILS. Q- Q (� 0 .131") FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (3.5" X .131") NAILS. �C 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN 74486 m YELLOW PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED x (2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d NAILS 6" O.C.. EX 1-13 * A ' \VJii //�CgmpuTrus, Inc. Custom Software Engineering Manufacturing N11Mlir -Ill - DRAG GABLE 90C (+ 6'-1") DATE: 07/01 /09 REF: 25-15 DES: SC IBC 2009 / CBC 2010 SEQ: S151507 FOR GABLE ENDS OVER 6'-1" IN HEIGHT MINIMUM GABLE STUD GRADE 2x4 CONSTRUCTION GRADE DOUG-FIR GABLE STUD SPACING 16" oc CONDITION 2 Design conforms to Main Windforce-Resisting System also Components and Cladding criteria. Wind: 90 mph, h=30ft max, ASCE 7-06, Enclosed, Cat.2, Exp.C, gable end zone, load duration factor-1.6 6-0" o.c. MAX M-2.5x4 II �I it II M-103 typical I GABLE END TRUSS MAY RESIST UP TO 180 PLF DRAG LOAD, PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF ISATTACHED TOONE FACE. STUCCO MUST BE ATTACHED IN ACCORDANCE WITH IBC TABLE 2306.7. 2 GABLEENDTRUSSISADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. SHEATHINGTO GABLE END 2x4 BLOCKS WITH 3-16d NAILS EACH END 8d NAIL AT 6" o.c. GABLE STUD 16d at 24" o.c. . 1-16d i 2x4 BLOCK 2-16d WITH 2-16d 16d W NAIL AT 6" o.c. NOTCHED PER OUTLOOKER SPACING 2x4 BRACE WITH 4-16d NAILS TOE NAIL EACH END. 2-16d 2-16d at 24" o.c. FOR GABLE ENDS UNDER 6'-1' IN HEIGHT CompuTrus, Inc."MINIMUM GABLE STUD GRADE -2x4STUD-GRADE DOUG-FIR Custom Software Engineering Manufacturing GABLE STUD SPACING 16" oc CONDITION 2 GABLE END TRUSS MAY RESIST UP TO 180 PLF DRAG LOAD, GABLE END PROVIDED 1 STUCCOOR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180PLFISATTACHED TOONE FACE. STUCCO MUST BE ATTACHED IN ACCORDANCE WITH IBC TABLE 2306.7. (2) 2 GABLE ENDTRUSS ISADEQUATELYAND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. 2x4 BRACE AT 16-0' o.c. OR AT CENTERLINE. ATTACH WITH 16d NAILS SHOWN IN (). (2) 2x4 STUDS " STRUCTURAL TRUSSES M-2.5x4 16" MAX PLATE (2) BRACING FOR GABLE END DRAG GABLE 90C (- 6'-1 ") DATE: 07/01 /09 REF: 25-15 DES: SC IBC 2009 / CBC 2010 SEQ: S151508 EXP.3/31i15 \EtJGI�� \� rF6F CA1:1F��/ CUTOUT FOR 4x2 OUTLOOKER M-1 x3 Typical Design conforms to Main Windforce-Resisting System also Components and Cladding criteria. Wind: 90 mph, h=30ft max, ASCE 7-05, Enclosed, Cat.2, EXp.C, gable end zone, load duration factor-1.6 M-2.5x4 M-2.5x4 (Spl) VMIW CENTER VERTICALS VARY AS REQUIRED BY VENT SIZE OR OUTLOOKER CUTOUT FOR 4x2 OUTLOOKER OFF STUD 1x4 ADD -ON. ATTACH OVER STUD WITH 8d NAILS AT 9' o.c. 4x2 OUTLOOKER DETAILS MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE 00 aaaa 0 00 o Imo a MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE, BAY SIZE 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE C D 1 0'- 0" 1 1 6 0 1 886 1866 2829 - 3143 3143 4715 - :i>+`' :=. _ 2358 2358 3536 7. 1886 1886 2829 12'-0" 1342 1572 1572 2358 4715 7074 14' 1150 1 47 3 1347 2021 -- " 1. 16'-0" 1006 1179 1179 1768 18'-0" 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 1414 *Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT R INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131")2.5') FOR 1x4 BRACES, 2-10d (0.131'x3') FOR 2x3 and 2x4 BRACES, AND 3-10d (0.131'4') FOR 26 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'X2.5') NAILS FOR 1.4 LATERAL BRACES, 2-10d (0.131'4') NAILS FOR 24 and 2x4 LATERAL BRACES, AND 3.10d (0.131"4') FOR 2X6 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SYP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SYP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. wwvi.sbcindustry.wrn and vn Aptnst org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 1. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TABULATED VALUES ARE BASED ON A DOL = 1.15 FOR STABILIZERS: FOR A SPACING OF 24" O.C. ONLY, MITEK'STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A B. C AND D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE'STABILIZER' TRI I.CC RR4r:INO INCTAI I ATInN t.t nnP 4Nn VRr1r1I Ir.T CV9r:IFIr:GTIr1N TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing'of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) QEtOFESS/ �N o� SOO F� " ' n74486 c m 1317/* August 10, 2010 T-BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 00 ® MiTek Industries, Chesterfield, MO Page 1 of 1 Note: T-Bracing / I -Bracing to be used when continuous lateral bracing 0o 00 is impractical. T-Brace / I -Brace must cover 90% of web length. 0 u Note: This detail NOT to be used to convert T-Brace / I -Brace MiTek Industries, Inc. webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nail Size , Nail Spacing 2x4 or 2x6 or 2x8 10d 6" o.c. Note: Nail along entire length of T-Brace / I - ( On Two-Ply's Nail to Both Plies) WEB Nails Brace Size s for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6 I -Brace 2x8 2x8 T-Brace 2x8 I Brace Nails Brace Size . for Two -Ply Truss Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 \\\—A 2x3 or 2x4 2x4 T-Brace2x4I-Brace 2x6 2x6 T-Brace 2x6I-Brace 2x8 2x8 T-Brace2x8I-Brace T-Brace / I -Brace must be same species T-BRACE and grade (or better) as web member. , / Section Detail T- B race Web Nails ____j Web I -Brace' Nails/ - CO sooty c� G' n 74486 m * EX 1-13 CIV �TF0 c,a��Fo� DETAIL FOR COMMON AND END JACKS MII/SAC - 8 -20PSF 8/31/2005 PAGE 1 MAX LOADING (psf) SPACING 2-0-0 BRACING MiTek Industries, Inc. TOLL 20.0 Plates Increase 1.15 TCDL 16.0 Lumber Increase 1.15 TOP CHORD Sheathed. Western Division BOLL 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied. MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF-L No.1 BOT CHORD 2 X 4 SPF, HF, DF-L No.2 NOTE: TOP CHORD PITCH: 3/12-8/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. 2-0-0 3x4 = LENGTH OF EXTENSION AS DESIGN REO'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131 "X3.0" MIN) NAILS @ 3" O.C. 2 ROWS ZZ SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @ 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS CONN. W/2 16d COMMON WIRE (0.1 8-0-0 X 3.5- LGT) TOENAILS 8-0-0 6-0-0 EXT. 2-0-0 9-0-0 2-0-0 EXT. EXT. 2-0-0 EXT. 2-0-0 2-0-0 CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS ?-<j BOTTOM CHORD LENGTH MAY BE 2'-0- 3x4— OR A BEARING BLOCK. CONN. W/2 16d COMMON W IRE(0.162"DIA. X 3.5-) LGT TOE NAILS OR SEE DETAIL MII/SAC-7 FOR PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. ® WARNING - Verify design paramefore and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 g po proper p responsibility g g g g Citrus Heights, CA, 9561 � Applicability of desi n ramenters and ro er incorporation of component is res nsibili of building designer -not truss designer. Bracing shown C is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. CampuT�us, Inc. Custom Software Engineering Manufacturing PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 8'-0" AT HIP NO. 1 WITH CEILING LOAD OF 10psf 3-1! L Bottom chord of Hip 2'-0" oc typical No. 1 truss NOTE: Attach 2x4 Doug Fir pressure block to bottom chord of hip no. 1 with 4-16d nails. Bottom chords of end joints are attached with 3-10d nails at each end of the. pressure block. FILE NO: PRESSURE BLOCKING DATE: 01 /20/08 REF: 15, 25-1 IBC 2009 / CBC 2010 SEQ: S5480564 r,- JO 2 No 0806 EXR 3/3105 'ENG,N� P ' r9rF0fi CAl\F��a\ Hip No. 1 truss Od SIDE VIEW end jack 3-10d pressure block //'�G❑mpuTAus, Inc. Custom Software Engineering Manufacturing Plate Pitch 2.82-3.00 M-3x8 M-3x5 M-3x8 3.00-4.50 M-3x8 M-3x5 M-3x8 4.50-6.00 1 M-3x6 M-3x5 M-3x8 Deflection Criteria: Live Load = U240 Dead Load = U180 12 2.82-6.00� 2*Ib Extensions must be supported every 4-0-0 max. Extensions may be plated as shown for additional length. Use M-3x8 plate for 2x4 lumber, M-5x8 for 2x6. U Varies with pitch 0 - Do not overcut ripped chords. § - Shim all supports solid to bearing Refer to Max Setback R = 347# max. W = 1.5" min. 4 over 2 supports 0 R = 694# max. W = 1.5" min. FILE NO: Hip Rafter-2x6(1.25) DATE: 04/11 /13 SEQ: 2787668 IBC 2009/CBC 2010 Block 0 Plate ( Raised Heel 2x4 M-3x6 A 2x6 M-3x8 M-3x5 2x8 M-3x10 2x10 M-3x12 + 1.5" min. 18" min. Cantilever • -3x4 a -3x4 J__.--L----J 2x4,2x6,2x8,2x10 . block FL grade Lumber Grades TC LUDL Max Setback DF,SS 20/14 = 34# 8-0-0 Note: Conventional framing is not the responsibility of the truss designer, plate manufacturer nor the truss fabricator. Framers erecting trusses are cautioned to seek the advice of a local, professional engineer regarding conventional framing. - ALTERNATE FRAMING DETAIL AROUND 30" ACCESS CompuTrus, Ine:. Custom Software Engineering Manufacturing TYPICAL ROOF TRUSS LAYOUT 24' I 24- I 24- 24- I 24' 24' 24' k J J NOTE: REFERTOAPPROPRIATE ENGINEERING DETAIL FOR TRUSS TYPES DESIGNED FOR OVERSPACING. ADJUSTED ROOF TRUSS LAYOUT single member common (net 24" o.c.) Ladder Frame w Between trusses with 2x4 at 48° o.c. 24' 24' 21' 30" dear 21' 24" 24' Section A -A FILE NO: 30" ATTIC ACCESS DATE: 07/23/08 REF: 25-1 IBC 2009 / CBC 2010 SEQ: 4 S5480563 a Section A -A (bottom view) MINIMUM LUMBER SPECIFICATIONS (OF ONLY) TC: 2x4 OF #2 BC: 2x4 OF #2 WEBS: 2x4 OF STD/STUD TC LATERAL SUPPORT - 12"OC. UON. ** 2x4 stripping required as shown. Join to bottom section of truss with 2-16d nails and top section with 2-16d toenailed to stripping. Stripping spaced at 2'-0" oc maximum. Connections are for vertical loads only. 4'-0" max JOB NAME: STANDARD CAP TRUSS PIGGYBACK TRUSS SPAN UP TO 16'- 0.0" LOAD DURATION INCREASE = 1.25 MAX. SPACING = 24.0" O.C. LOADING LL( 20.0)+DL( 15.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 1.0 PSF TOTAL LOAD = 36.0 PSF AAXIMUM WIND SPEED = 100mph, MAX MEAN ROOF HEIGHT = 20ft. ;ATEGORY II, BUILDING EXPOSURE B or C ENCLOSED STRUCTURE, GABLE END ZONE kSCE 7-05, DURATION OF LOAD INCREASE = 1.60 NOTE: STRUCTURAL TRUSS SHOWN BELOW PIGGYBACK TRUSS IS FOR ILLUSTRATION PURPOSES ONLY. REFER TO APPLIC- ABLE COMPUTRUS DESIGN FOR STRUCTURAL TRUSS BELOW. 16'-0" max 4'-0" max 4'-0" max 4'-0" max M-4x4 4.0"