Loading...
HomeMy WebLinkAboutEngineered Truss info FLORIDA QUALITY TRUSS FORMA 3625 PARK CENTRAL BLVD. NORTH UALUTI USS POMPANO BEACH, FL, 33064 —1 PHONE: (954) 975-3384 FAX: (954) 978-8990 L. s 3625 Park Central Blvd_ E_ : flq beflsatz tenet _ " Pompano Beach,FL 33064 PROJECT NAME & ADDRESS Z-V - - OETy IOOUNTY - :OONTRAGTOR/BUILDEIR -- `� MODEL IELEVATIOM - -- - LOB'IBLOGK - - JOB # 7HS ! STATETM ENT: I certify that fine engineering for the trusses listed on the attached sealed index sheet have been designed and checked for compliance with the Florida Building Code—2014 The trusses have been designed to provide resistance to wind and forces as required by the fallowing provisions: TRUSS LOADING CONDITIONS ROOF TRUSSES FLOOR TRUSSES TOP CHORD LIVE LOAD TOP CHORD LL`li. EAD TOP CHORD DEAD LOAD ` TOP CHoko BOTTOM CHORD LIVE LOAD — 90117 3iiNA CHOIR LIVE LOAD BOTTOM CHORD DEAD LOAD BOTTOM CHORD DEAD LOAD TOTAL LOAD f TOTAL LOAD DURATlOt,3 FACTOR 2S DURATION FACTOR V!![ND ANALYSIS : ASCE 7 — 10 170 MPH I EXPOSURE CATEGORY : C— II / -MEAN ROOF HEIGHT : I COMPUTER PROGRAM USED-FOR DES.GN :. ALPINE Attached is a index sheet submited in accordance with Florida State 61CI5-31.003. The Pages numbered_j thru are photocopies of the original designed and apprmtee3-by-rne.-his witness by my seal, I.he�by ce-thlf_h at_he above inforriatibn is triie"end correc�td=ze lamer e my-knowledge and btffle.- -t14S11:Pddq, -- - I .4IUf 'Tom, TU Nil-AY 3SOO . f.2 nd AVE. �Ui L E 709 sir t ��0ID ,• �. ��> JUN 0 0 2017 <<s3aa�eis� NOITRUSS LD- NO NO TRUSS I.D. NO [TRUSS I.D. -LNO-jTRUSS LD- - / � � / / 41! 1 121 i 16] 2! 42: 82 | 122t 162 31: 43'1 | 831 123! 163, 4' 44 84; 124 1641 5: 45; | 85 125 i 1651 6. V) i 46' 86' 126| !j 166! 7 4-17 87' 1271 167 a v s ^ 881 1281 | 1681 91 1 49: | 89| 129 169! lol, | 50 | 90i 1301 1 '170' 511 911 1 131.. | 171!i. i 121 52 it 921 132 | 172| . ! 13 | S31 93 1331 173; 141 | 54! .94 1341 1 ' 174 151 551 1 951 135'1 1 175! 161 1 561 96! 136f | 176' 171 | 57! 97!, 137 | 177 Sa 98 138. -1781 l 19 1 199 179; 991 - 140 1 so! 20.[ 601 1061 211 611 | 1011 141 181" 221 621 1021 142| 2; 23'1 63'1 1- 1031 143! 183: 7 24' 64: 104� 1441 184- 25 i 65 105, 145' 185!i 26| 1 1061 1461 186; 27 1 671 j '107! i 1471 | 187- 28| 68 148, 69! log! JI 149; 189 29: 7 1 110; 1 150, Igo! 30 31 71! 151 191 32! 72! 152- 192! 33 73: 113, 1 153' 1931 34! 74' 114j 1 154: 194: 751 155- 1951 1151 351 36 76:; 1 1161: 156! 196!: -T 1-97 1 1571 37i 7-T! 1171 38i 8 11si 158: | 198} i 39! 159 199: 40'! 80 % 160: | 200- eel? HIMET TUMER TUMAY, P.E. FL RED 450109 3500 N.W. 2nd AVE. SUITE 708 BOCA RATON, FL 33431 rL-J "s I C.k"" ]UN 0 8 209 Florida Quality Truss Engineering-List Main Office:772-545-3950 Job#: 17HS119 Alt.Ph: - Fax:772-545-3690 Date: 6/8/2017 Customer Information: Project Information: Name: Contact: Name: GEORGE VOIGT Fill in later ADDITION Address: Address: Region: 505 NETLES BLVD. City,State,Zip: City,State,Zip: JENSEN BEACH,FL Salesman: Notes: Loading: TC BC in later Designer. ' LL 20 0 CRAIG MARTIN DL 15 10 / Engineering List Seq. Qty Span Description Truss Slope OH-L CANT-L STUB-L Height Nurn. TC/BC OH-R CANT-R STUB-R 1 8 24-09-00 Al 3.00 0.00 01-00-00 00-00-00 00-00-00 03-05-00 96.60 lbs.each 2x5 / 2x5 01-00-00 00-00-00 00-00-00 2 1 24-09-00 A2 3.00 0.00 01-00-00 02-00-00 00-00-00 03-05-00 114.8 lbs.each 2X5 / 2X5 01-00-00 01-00-00 00-00-00 3 1 24-09-00 A3 3.00 0.00 01-00-00 06-03-00 00-00-00 03-05-00 110.6 lbs.each 2x5 / 2X5 01-00-00 02-10708 00-00-00 4 1 21-00-00 V19 3.00 0.00 00-00-00 00-00-00 00-00-00 02-07-08 68.60 lbs.each 2x4 / 2X4 00-00-00 00-00-00 00-00-00 5 1 17-00-00 V17 3.00 0.00 00-00-00 00-00-00 00-00-00 02-01-08 56.00 lbs.each 2x4 / 2X4 00-00-00 00-00-00 00-00-00 6 1 13-00-00 V13 3.00 0.00 00-00-00 00-00-00 00-00-00 01-07-08 39.20 lbs.each 214 / 2x4' 00-00-00 00-00-00 00-00-00 7 1 09-00-00 V9 3.00 0.00 00-00-00 00-00-00 00-00-00 01-01-08 26.60 lbs.each 2X4 / 2x4 00-00-00 00-00-00 00-00-00 8 1 05-00-00 V5 3.00 0.00 00-00-00 00-00-00 00-00-00 00-07-08 12.60 lbs.each 2x4 / .2x4 00-00-00 00-00-00 00-00-00 Trusses.15.00 o . Page 1 of 1 L_ Job:(17HS119)I Al THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 611/2013) 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 4.50 ft from roof edge,RISK CAT II,EXP C, wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Top chord 2x4 SP#2 N Wind loads and reactions based on MWFRS with additional C&C member design. Bot chord 2x4 SP#1 Dense Webs 2x4 SP#3 Bottom chord checked for 10.00 psf non-concurrent live load. Lumber value set"13B'uses design values approved 1/30/2013 by ALSC Deflection meets L1360 live and LI240 total load.Creep increase factor for dead load is 1.50. 12'4-1/2" 1 3 � =4X5 Tm2X4 T1 W 2X4 8m n W2 W ro W 1 P7 �3X6(A1 =3X6(A1) 3.7 Y 81 =5X6 02=3X4 247 - R=1196# U=534# RL=62/-629 W=6" R=1196# U=534# W=6" (Rigid Surface) (Rigid Surface) DESC.= Al SEQ= 995514 PLT.TYP:WAVE ryryDyyESSIGNN��CNNRIT-FBC2014RESUPI-2007 FTIRT-20%(0%v 0(0) QTY=8 TOTAL=8 REV. 16.01.01D.0710.13 SCALE=0.2500 REFER70 RICATING,HAN15LING,SHIPPING,INSTALLING AND BRACING. $CSI(TRUSSES RFQUI E EXTREME CARE IN I-AH BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 20.Opsf REF 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA 223141 AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE TC DL 15.0psf DATE 06-08-2017 INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. BC DL 10.Opsf DRW G FLORMA "IMPORTANT'• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, ♦ .•��-�.t1� INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN BC LL O.Opsf CM gX,JAI I i��TRUSS: CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR PLATES ARE MADE OF 20118116GA(W,HSS/K)ASTM A653 GRADE 40160(W,WH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 45.Opsf O/A LEN. 240900 TCL"(R54)"9,79-33.tf4. EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY FAX:(954);97t3+898U• „... INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC-3-A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS119 3126-;$W.,16jIxTERRACE... DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT ROMFANO UEAC1ij;W'213d64, BURGNSHOWN.THE SUII A131 Y AND U.2 OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE COMN Jab:(17HS119)/A2 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) 170 mph wind,15.00 it mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT II,EXP C,wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Top chord 2x4 SP#2 N Bot chord 2x4 SP#2 N:132 2x4 SP SS: Wind loads and reactions based on MWFRS with additional C&C member design. Webs 2x4 SP#3:W2 2x4 SP#2 N: Left and right cantilevers are exposed to wind Lumber value set"13B"uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non-concurrent live load. Deflection meets U360 live and U240 total load.Creep Increase factor for dead load is 1.50. 12'4-1/2" 1 3 l� =4X5 T T1 1 E4X5 W =4X5 T1 -ten) W 1 W4 W m 1112X4 W3 1112X4 ate) EE (Al m2X4(A1) 3•�re• �. B1 =5X6 B2=-3X4 =05 =4X5 2' 1' 1' —1— 1 247 R=1267# U=540# RL=62/-62#W=8-1/2" R=1142# U=496# W=8-1/2" (Rigid Surface) (Rigid Surface) DESC.= A2 SEQ= 995523 PLT.TYP:WAVE h�(DESIGNCRIT-FBC2014RESrrPI-2007FT/RT"20%(0%Y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.13 SCALE=0.2500 RE EXTREME CARE IN FABRICATING,HANDLING,SHIPPING,INSTALLING AN. RA-I-.. REFER�7HLI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 20.Opsf REF 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE 15.Opsf LN,MADISON,W1 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE TC DL DATE O6-OB-2017 INDICATED,TOP CHORD SHALL H TO AVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTM CHORD SHALL HAVE A FLORIDA- PRO PERLY ATTACHED RIGID CEILING. BCDL 10.Opsf DRWG 'IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN QVtfLI a i'.1.�V.SS CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES.DESIGN BC LL O.Opsf CM CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR PLATES ARE MADE OF 20118116GA(W,WSS(K)ASTM A653 GRADE 40160(W,KIH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 45.Opsf O/A LEN. 240900 TEL (954):9M;3�84� EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY FAX;(g54);y7849SO. INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS119 512D-N.W.16,tf►TERItACE,. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT 3'bHIE4'1.NO IIEACITy Ili i,ii E1, DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE CONI N BUILDING DESIGNER PER ANSIITPI 1 SEC.2. Job:(17HS119)/A3 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) All plates are 2X4 except as noted. Tap chord 2x4 SP#2 N 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere In roof,RISK CAT 11,EXP C,wind TC Bot chord 2x4 SP#2 N DL=5.0 psf,wind BC DL=5.0 psi.GCpi(+/-)=0.18 Webs 2x4 SP#3 Lumber value set"138"uses design values approved 1/30/2013 by ALSC Wind loads and reactions based on MWFRS with additional C&C member design. See DWGS S18015ENC100815&GBLLETIN1014 for gable wind bracing requirements. Left and right cantilevers are exposed to wind Deflection meets U360 live and U240 total load.Creep Increase factor for dead load Is 1.50. Bottom chord checked for 10.00 psf non-concurrent live load. j= 12'4-1/2" 12'4-1/2" 12 =4X5 T3 v T1 M4 T1 ,3X5 M2 M2 Zz 3X5 m M1 M3 M3 W 2X4(A1 W 1 =2X4(A1) 3-71a' 1113X4 =3X5 1 B1 =5X6 B =3X5 1113X4 i 67 }` 18'6" r 1 + 247 1 R=153plf U=100plf RL=4/-4plf W=157-1/2" (Rigid Surface) DESC.= A3 SEQ= 995545 PLT.TYP:WAVE TRUSbESHEQUIRFE IHI=MI=CAKE IN FABRICATING,HANDLING.SHIPPING,INSTALLING AND BRACING. yyDESIGNCRIT"FBC2014RES/rP1-2007FT/RT-20%(0%y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.13 SCALE=0.2500 REFER T�$,CSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 20.Opsf REF 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE LN,MADISON.WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A TC DL 15.Opsf DATE 06-08-2017 FLORWA PROPERLY ATTACHED RIGID CEILING. wr.tr �t "IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRWG QITt'aa�ii Z:TRUSS:: INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES.DESIGN BC LL 0.0psf CM CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR .. PLATES ARE MADE OF 20/18/16GA(W,WSS/K)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 45.Opsf O/A LEN. 240900 TEL:(954)97543.84. EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY FA9C:, a(954):978L$98D; INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS119 3120.IN- 16th.TE1tT ACE,. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT PbMPANQ 11EiAC1i(�;Fx`33064; DESIGN SHOWN. THE SUITA ANBI ITY AN 1 D US2E OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE GAB L Job:(17HS119)/V19 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) 170 mph wind,15.25 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 4.50 ft from roof edge,RISK CAT II,EXP C, wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Top chord 2x4 SP#2 N Bot chord 2x4 SP INWebs 2x4 SP#3 Wind loads and reactions based on MWFRS with additional C&C member design. _ Lumber value set"138'uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non-concurrent live load. See DWG VAL180101014 for valley details. Deflection meets U360 live and U240 total load.Creep increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 7.62 ft.from roof edge. 10'6" 10'6" T3 v =4X5 I T1 1112X W2 1112X4 T1 i N W1 W1 �2X4(D8R) F 02X4(D8R) 1112X = X6 112X4 B1 B1 R=91pif U=100pif RL=2/-2pif W=21' (Rigid Surface) DESC.= V19 SEQ= 995564 PLT.TYP:WAVE DESIGN CRIT•FEC2014RESrrPI-2007FT/RT"20%(0%Y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.13 SCALE=0.3750 �ny�yypp NN�� .. [RUSSESRFQ IRFEXIREMECARF IN FABRICATING,HANDLI PING,INSTALLING AND REFER USI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TIC LL 20.Opsf REF 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA.VA 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A TIC DL 15.Opsf DATE O6.08-2017 I' ,. O�IDA, - PROPERLY ATTACHED RIGID CEILING. "IMPORTANT, FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.0psf DRW G /� ,��•��.��.�+�s�-y INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN '.GUrL-"Ly 1AV,SS` CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES.DESIGN BC LL O.Opsf CM :. CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR PLATES ARE MADE OF 20118116GA(W,WSS/K)ASTM A653 GRADE 40160(W,KIH,SS)GALV.STEEL.APPLY PLATES TO TOTID. 45.Opsf O/A LEN. 21 'CA%%i934I:g75-33,84, EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-7-ANY 'FAX:,(954)978+8.51RD. ,- INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS119 '3120)!7:W.;l6th'TFiILR%►CE DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT VdMI1i N0'j0EACn,T:330" DESIGN GNS OWN THE SUITABILITY ABIRY1 AND USEOF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE VAL Job:(17HS119)/V17 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) 170 mph wind,15.50 ft mean hgt,ASCE 7-10,CLOSED bidg,not located within 4.50 ft from roof edge,RISK CAT 11,EXP C, Top chord 2x4 SP#2 N wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Bot chord 2x4 SP#2 N Wind loads and reactions based on MWFRS with additional C&C member design. Webs 2x4 SP#3 Lumber value set"13B'uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non-concurrent live load. See DWG VAL180101014 for valley details. Deflection meets U360 live and L/240 total toad.Creep increase factor for dead load is 1.50. 8'6^ 1 8'6" 12 3 t� =4X5 T T1 112X 1112X4 W2 T1 `-4 p,2X4(D8R W1 W1 �-2X4(DBR) 1112X4 =17 6 1112X4 81 B1 R=91plf U=100plf RL=2/-2plf W=17' (Rigid Surface) DESC.= V17 SEQ= 995559 PLT.TYP:WAVE ryryDyyEppSIIpGNN��CNNR r-MC2014RESnPI-2007 FT/RT"20%(0%v0(0) QTY=1 TOTAL=1 REV. 16.01.01 D.0710.13 SCALE=95559 REFER-7b BCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBiRUSSftSRhQUIREFX RFME CARE IN LISHED BY TPI(TRUSS PLATE INSTITUTE,SHi TC LL 20.Opsf REF 218 NORTH LEE STR.,SUITE 312.ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A TC DL 15.Opsf DATE 06-08-2017 FI.ORIIIDA' PROPERLY ATTACHED RIGID CEILING. --IMPORTANT'- FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRW G Q1U �5�ryY INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN ' CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING 8 BRACING OF TRUSSES. DESIGN. BC LL O.Opsf CM ,. •• .; CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR ' PLATES ARE MADE OF 20118/16GA(W,WSS/K)ASTM A653 GRADE 40160(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT,LD, 45.Opsf O/A LEN. 17 TIM;:(954):97SM84, EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY .:;F*X7&54)978+$980;.., INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS 119 5I'10.3Y.R4' TBRR�CCE... DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT PUb'II''ANd.U�CH. IDESIIGN SHOWN.THE SUITABILITY I 1 D USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" LO VAL n Job:(17HS119)/V13 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 61112013) 170 mph wind,15.75 fl mean hgl,ASCE 7-10,CLOSED bldg,not located within 4.50 fl from roof edge,RISK CAT 11,EXP C, Top chord 2x4 SP#2 N wind TO DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Bot chord 2x4 SP#2 N Wind loads and reactions based on MWFRS with additional C&C member design. Webs 2x4 SP#3 ILumber value set"138 Bottom chord checked for 10.00 psf non-concurrent live load. 'uses design values approved 1/30/2013 by ALSC See DWG VAL180101014 for valley details. Deflection meets U360 live and L/240 total load.Creep increase factor for dead load is 1.50. . 6'6" 6'6" 12 T 3 =4X5 I4 T1 N T1 0 2X4(D8R W 1 �2X4(D8R) I X4 13' B1 R=91plf U=100plf RL=2/-2plf W=13' (Rigid Surface) DESC.= V13 SEQ= 995554 PLT.TYP:WAVE ryDyESSIIGNCRIIT=FSC2014REWPI.2001FT/RT-20%(0%V0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.13 SCALE=0.5000 REFER O BCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 20.Opsf REF 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE N.MADISON.WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE TC DL 15.0 Sf INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A P DATE 06-08-2017 '. iO� A' PROPERLY ATTACHED RIGID CEILING. "IMPORTANrl FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRW G Russ. INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN QU.[i�:�l"i Zt. , CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING 8 BRACING OF TRUSSES. DESIGN BC LL O.Opsf CM z; CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,HISSIK)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOTID. 45.Opsf O/A LEN. 13 TLI:(9,5�;9�S-3384; EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z ANY FA�C (954)i978?898D; INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS 119 '3120: .Wi:16rh�'EItB:ACE,. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT 1'L711' .',r'12VQ•I1$A.GIi�:F,G 3 1(¢4; �UILIDWG DESIGNER,PER AANS rrPI I SECS2 OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE VAL Job:(17HS119)/V9 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) 170 mph wind,16.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT 11,EXP C,wind TO Top chord 2x4 SP#2 N DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Bot chord 2x4 SP#2 N Wind loads and reactions based on MWFRS with additional C&C member design. Webs 2x4 SP#3 Lumber value set"13B"uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non-concurrent live load. See DWG VAL180101014 for valley details. Deflection meets U360 live and L1240 total load.Creep Increase factor for dead load is 1.50, j= 4'6" f` 4'6" wl 12 3 =4X5 T1 i; T1 05 2X4(D8R W 1 @ 2X4(D8R) l 4 9, B1 R=91plf U=100pif W=9' (Rigid Surface) DESC.= V9 SEQ= 995551 PLT.TYP:WAVE ryryDyyEppSIGNNCRIT-FBC2014REMPI-2007FTIRT-20R(O%y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.13 SCALE=0.7500 REFERITIO B,CSI(BUILDING COMPONENT INSTITUTE,INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTIE, - TIC LL 20.Opsf REF 210 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE UN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE ���•� INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A TC DL 15.Opsf DATE 06-08-2017 I!Zl7I2IvI�: PROPERLY ATTACHED RIGID CEILING. ���r�R vrrA: "IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.0psf DRWG .QU IIL i L�.1 ass: INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES.DESIGN BC LL O.Opsf CM CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR PLATES ARE MADE OF 20118116GA(W,HISS/K)ASTM A653 GRADE 40160(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOTID. 45.Opsf O/A LEN. 9 TEG:'(9$4�;975%3384. EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z ANY `FA9Cz.(Q54);978=8,98D: INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS119 '3120,j7,W�16th..TERt(CCE,., DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT PODfPA.T`t�IIE`:.�GFYy:p,T;;`33h51; DESIIGN SHOWN.THE SUITABILITY ANS AND SEUSY OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" ITYPE VAL Job:(17HS119)/V5 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set:13B(Effective 6/1/2013) 170 mph wind,16.25 ft mean hgl,ASCE 7-10,CLOSED bldg,Located anywhere In roof,RISK CAT 11,EXP C,wind TC Top chord 2x4 SP#2 N DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Bot chord 2x4 SP#2 N Wind loads and reactions based on MWFRS with additional C&C member design. Lumber value set"'I 3B"uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non-concurrent live load. (j See DWG VAL1801010.14 for valley details. Deflection meets U360 live and U240 total load.Creep Increase factor for dead load Is 1.50. D j= 2,6• T 2'6" 3 p T1 =3X4 T1 g 2X4(D8R @ 2X4(D8R) N I8� 1 5' B1 R=90plf U=100plf W=5' (Rigid Surface) DESC.= V5 SEQ= 995548 PLT.TYP:WAVE DESIGN CRR=FBC2014RES/TPP2007FTRT=20%(0%y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.13 SCALE=1.0000 ' p NQ" R O SCSI(BUILDING COMPONENT SAFETY INFORMATION).PUBLISHED BY S (TRUSS PLATE INSTITUTE, TC LL 20.Opsf REF 218 NORTH LEE STR.,SUITE OM O E COMPONENT SAFE VA FORM AND).PUBLISHED (WOOD TRUSS COUNCIL OFE INSTITUTE, 6300 ENTERPRISE LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A TC DL 15.Opsf DATE 06-08-2017 FLOItIDA' PROPERLY ATTACHED RIGIDCEILING. "IMPORTANT' FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRWG Q�!y'U♦T > T1r INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN ='TRUSS' CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES.DESIGN BC LL O.Opsf CM r. - CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,WSSIK)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 45.Opsf O/A LEN. 5 Tm;*(9$4):975 3J84, EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 16OA-Z ANY FAX;(954)97918480,; INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS 119 '3120,-FT.W.;16th.TERR%\CE.. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT L'�] AtVO-ILEA,CFI�;FI;33Q6+3; DESIGN SHOWN,THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE TYPE VAL BUILDING DESIGNER PER ANSUTPI I SEC.2. SPACING 24.0" i ANCHORAGE AND RESTRAINT OF LATERAL BRACING THIS IS A DANGEROUS CONDITION THE DRAWING BELOW (FIG. 3B) SHOWS HOW TO RESTRAIN THE CONTINUOUS LATERAL BRACING (CLB — ), WHEN ANCHORAGE SHEATHING FIG. 1 IS NOT AVAILABLE AS SHOWN IN FIG. 2 THE DIAGONAL COMPRESSION WEBS. TO PREVENT TIES BRACE RESTRAINT (DBR — :',;�) MEMBERS ARE 2X4'S, M BEFORE AND AFTER FAILURE, ANCHO$ THE ENDS OF WHICH ARE ATTACHED TO TOP k BOTTOM M 1 BUCKLING. OR RESTRAIN TH • CHORDS. THE DIAGONAL BRACE MAY BE ATTACHED.DIRECTLY TO II II I LATERAL H A IN•1 THE CLB OR TO THE WEB OPPOSITE THE CLB. USE THE SAME CONTINUOUS'-LATERAL BRACING USE I!E'ITiOD SHOWN IN NAILING SHOWN IN FIG. 3A. I / / (CLB) MAINTAINS SPACING, BUT PERMIT'S LATERAL BUCKLING FIG. 2, 3A dd 3B, OR OF ALL WEB MEMBERS AT ANOTHER STRUCTURALLY THE SAME Tw. SOUND METHOD SPECIFIED BY PROFESSIONAL FIG. 3B BEARING FOR TRUSSES ENGINEER OR ARCHITECT. FIG. 2 FIG. 3A EXAMPLE TRUSSES ANCHORAGE BY RIMMING DESTGNER DIAGONAL 13RACE R r. &TNT H ) (OTHER ANCHORAGE PROVISIONS WITHIN THE UNIT ( A 3B) FOR OTHER TYPES OF WALLS). N. 9HEATHING SHEATHING $ CDMPRE99fON WEB, ANCHORAGE (BY BUDDING x V SLOPING OR VERTICAL DESIGNER) INTO SOLID END OR WEB NEEDING WALL — RESTRAINS LATERAL 460x BRACING. BRACING, THEREBY PREVENTING WEB BUCKLING. CLB CID COMPRESSION WEB 2X4 k3 OR STUD GRADE DBR NAUED CEQ,ING TO OPPOSITE SIDE OF WEB AND REPEATED AT APPROXIMATELY 20 FOOT CEDING IINTEAVALS'TO RESIST LATERAL MOVEMENT. DBR MAY TRAVERSE MORE THAN TWO ATTACH TO WEBS WITH TRUSSES, DEPENDING ON TRUSS HEIGHT. (2) 16d COMMON (0.182- X 3.6',MIN) NAILS, e-Iii TMS li-t.mra..ne eraow. Daar'w and fou— REF BRACE RESTRAINT DC61(DaDdlos Caaymant Distal fn(mmatlon,by TPI.ad OTC►)fa safety p—Mor prior to parferrolos Shsae f®oltoot fntldi—ah�prvr44etemparar�Ivndns par BCBL lfnlar voted otharafee,tap aZ;erd ahnD Lan pnparly atfaehtl atrmtmrol yaaefi ead betlam ehord ahaD hae a pmpck/atteahtl a DATE 1/1/09 m t B7 5.W. t p too,�ra p� DRWG BRCLBANCO109 "OV.0 T017- rUIIJ=COFT Cy Tilt!Dffi0H TO,Dt9UUATlOj7�•CQDTI LML 1N Doildfnj'OompoaeaL Orovp Ln.r(�BDCCCyi)ahaD not tro LIi fair m�diriatica tmm this dads., Building Componenls Group Inc. lisp lalhca b hdH Iho trur ts aoafarmaaaa with TPL or h th*•Lanmfns,ahlpglas,f-wins♦t- hradns oftrwsae.. IrWBC0 oonneettr pl.taa an made a!20/15/160A(WXI/D/n AMU A667 grade DT/40/50 a+•seat C.slisa as Ap*alas t sachatam of tram p�llonad as aLown ahan and on hint Datalla. mwfi �a t� ll r this H�doomponnnt daaisn atara. This aolta y aM va d fLL oompeo�t for a�LeDdL+s L Lisa fwrpoad DoDdL[Ded4aer par At$y/•ipi 3 8aa.f1 Earlh City,MO 63046 y37=DC0,wrf2twbes.eem,'fPh wrr tpLatoom,wT�CL w .aLdadoatrycom,ICI"milooade.ors Rill 10 GENERAL NOTES NOTAS GENERALES HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES. Trusses are not marked in any way to identify Los trusses no estan marcados de ning6n modo que the frequency or location of temporary lateral identifique la frecuencia o loralizad6n de restdo:i6n lateral Q' Warning!Don't overload the crane. restraint and diagonal bracing.Follow the y arriostre diagonal temporales.Use las remmendadones iAdvertenda!iNo sobrecarga la gr6a! recommendations for handling,installing and de manejo,instalaci6n,restriction y arriostre temporal de Never use banding alone to lift a bundle. temporary restraining and bracing of trusses. los trusses.Vea el folleto BCSI Guia de Buena Practica DO not lift a group of Individually banded bundles, Refer to Bat Guide to Good Practice for Data el Maneio instalad6n Restrioc16n y Arriostre de los aandlino.In+telling Re-straining&Bracing of Trusses de Madera Conedados con Plaos de Me0l para Nunca use solo los empaques pars levantar un paquete. Metal Plate Connected Wood Trusses for more Infomuad6n mas detallada. No levante un gropo de empaques individuates. detailed Information. Los dibujos de disefic de los trusses pueden especifior las A single lift point may be used for bundles Truss Design Drawings may specify locations of locallzedones de restrami6n lateral permanente o refuerzo with trusses up to 45: permanent lateral restraint or reinforcement for en los miembros individuales del truss. Vea la hoja Two lift points may be used for bundles with individual truss members.Refer bo the BCSI-83-83 resumen BCSI-53-Restriccibn/Aniostre Pennanente de trusses up to 60. Q Warning!Do not over load supportinc Summery Sheet-Permanent Restreint/Bracina Ltuerdas y Mlembms Secundarios para mas!nfonnad6n. Use at least 3 lift points for bundles with structure with truss bundle. of Chords&Web Members for more information. El resto de los dice"nos de arriostres permanentes son la trusses greater than 60'. !Advertendal No sobrecargue la esb'L A11 other permanent bracing design is the responsabliklad del Dise"nador del Edifido. o da con el paquete de trusses. responsibility of the Building Designer. Puede usar un solo lugar de levantar pars a P Ya paquetes de trusses hasty 45 pies. ,. Puede usar dos puntos de levantar pars Place truss bundles in stable position. ©The consequences of improper handling,erect- " paquetes mas de 60 pies. Puse paquetes de trusses en una pos ing,installing,restraining and bracing can result eslable. in a collapse of the structure,or worse,serious _ Use to menos de levantar pat personal injury or death. r paquetes mas de 600 pies. El resultado de un manejo,levantamiento, INSTALLATION OF SINGLE TRUSSES BY HAND instalad6n,restricd6n y arrisotre inmrrecto puede Ig, INSTALAa6N FOR LA MANO DE TRUSSES INDMDUALES ser la caida de!a estructura o a6n peor,heridas o muPrtos. A" - - - Trusses 20' '` Trusses 30'or t. orless,sup- r less,support at r port at peak. quarter paints. 0' Banding and truss plates have sharp edges.Wear Levante Levante de gloves when handling and safety glasses when !` del pico los los cuartos cutting banding, trusses de de tramo los Empaques y placas de metal tienen bordes a 20 pies o E-Trusses up to 20' -> trusses de 30 I E Trusses up to 30' afilados. Use guantes y lentes prof ectores cuando +t r1 menos. I Trusses hasta 20 pies I pies o menos. Trusses hasta 30 pie torte los empaques. HOISTING OF SINGLE TRUSSES—LEVANTAMIENTO DE TRUSSES INDIVIDU HANDLING - MANEJO Hold each truss in position with the erection equipment until top chord temporary lateral rest is Installed and the truss is fastened to the bearing points. Q Avoid lateral bending.—Evite la flexi6n lateral. Sostenga cada truss en pos!d6n con equipo de gr6a hasta que la restricd6n lateral temporal i QUse special care in Utilice cuidado cuerda superior este instalado y el truss esta asegurado en los soportes. windy weather or especial en dfas near power lines ventosos o cerca de Q Warning!Using a single pick-point at the peak and airports. cables electricos o de can damage the truss. aeropuertos. iAdvertencia!El use de un solo lugar para levantar en el pico puede hater da"no al truss. Spreader bar for truss\, i HOISTING RECOMMENDATIONS FOR SINGLE eQ�DQ TRUSSES 60'or less Q The contractor is responsible for properly _ O O RECOMENDACIONES PARA LEVANTAR TRUSSES receiving,unloading and staring the mosses INDIVIDUALES at the jobsite. t�om-�[[ El contretista tiene la responsabilidad de Lv!Use proper rig- Use equipo aprop!ado APProx• th TaglineJn4 vuss length recibir,descargar y almacenar adecTuada- ging and hoisting pars levantar a TRUSSES UP TO 30' mente los trusses en la obra. equipment. improvisar, reader bar TRUSSES HASTA 30 PIES T�e�in Attach Locate Spreader bar 10'O.C. . / +S Tagrine Spreader bar 7/2 to _I above or stiffbadc MML 'u i:;\\i:. j,2"%:'%".<i 7 7ld thus length —'1 mid-height 1'n�'i•� TRUSSES UP TO 60' 1'� `'.?rCi:?:cacti t; r"_ 7�•i TRUSSES HASEA 60 PIES Spreade bar 213 to cy , a .X+ Y `:•::R.f,: aF •:•;+�s�t 3/4 Wss length mil .`��.., a.... Tagline If trusses are to be stored horizontally,place • .� ` �= TRussEs uP To AHo LIVER 60' _ •• , blocking of sufficient height beneath the TRUSSES HASTA Y SOBRE 60 PIES stack of trusses at 8'to 10'on center. Do not store Noalmacene TEMPORARY RESTRAINT & BRACING For trusses stared for more than one week, unbraced bundles verticalmente los cover bundles to prevent moisture gain but upright trusses sueltos. RESTRICCION Y.ARRIOSTRE TEMPORAL allow for ventilation. s Refer to SCSI-B2 Summary Sheet-Truss to BM Guide to Good Practice for 0 i F-7Top Chord Tempt Installation&TemDotary RestrantlBrecing for Lateral Restraint /✓ Handling. nstalling Restraining&Bracing more information. of Metal Plate Connected Wood 7rus_sas L RCTi-Rj for more detailed information pertaining to Vea el resumen BCSI B2-Restricri6n/ 20 min. handling and jobsite storage of trusses. >R w A ° r Arriostre Temporal y Instalaci6n de los uses pare m6s information. th Si los trusses estaran guardados horizon- r Locate ground braces for first truss directly 1n T� �,a' - i�'f fat talmente,ponga bloqueando de altura _ ;r line with all rows t tap chord temporary sufidente detras de la pila de los trusses. eral restraint(see table in the next column).). =90° Do not store on No almacene en Coloque los arriostres de Berra para el primer Para trusses guardados por mas de una uneven ground. tiers desigual. truss directamente en Ifnea con cada una de Brace first truss semana,cubra los paquetes Para prevenir las filas de restricd6n lateral temporal de la .4—securely before aumento de humedad Pero permits venti- cuerda superior(vea la table en la pr6xima erection of additi. vc =laci6n. _ mlumna). trusses._ Vea el folleto BCSI GUfa de Buena Practica „-� F•.. ¢ ® Do not walk on unbreced para el Maneio Instalaci6n Restdcd6n v Ar- �'_ Y ; trusses. riosUm de los Trusses de Madma Conectados ' Ra L - con Placas de Metal pars information mas No camine en trusses 4 i sueltos. detallada sobre el manejo y aimacenado de los trusses en area de trabajo. a� V k r R g tt %`i r►'} %-r t�.y -= >v CLB WEB BRACE SUBSTITUTION T-BRACING. THIS DETAIL IS TO,BE USED WHEN CONTINUOUS LATERAL BRACING (CLB) OR T—BRACE IS SPECIFIED ON A TRUSS DESIGN BUT AN ALTERNATIVE WEB L-BRACING: OR BRACING METHOD IS DESIRED. L—BRACE APPLY TO EITHER SIDE OF WEB NARROW FACE. ATTACH WITH 10d BOX OR GUN (0.128'x 3.-,MIN) NAILS. NOTES: 'AT 8" O.C. BRACE IS A THIS DETAIL IS ONLY APPLICABLE FOR CHANGING THE SPECIFIED ER MINIMUM WEB CLB SHOWN ON SINGLE PLY SEALED DESIGNS TO T—BRACING OR SCAB LENGTH BRACING. ALTERNATIVE BRACING SPECIFIED IN CHART BELOW MAY BE CONSERVATIVE. FOR MINIMUM ALTERNATIVE BRACING, RE—RUN DESIGN WITH APPROPRIATE BRACING. T—BRACE L—BRACE WEB MEMBER SPECIFIED CLB ALTERNATIVE BRACING SCAB BRACING: SIZE BRACING T OR L—BRACE SCAB BRACE 2X3 OR 2X4 1 ROW 2X4 1-2X4 APPLY SCAB(S) TO WIDE FACE OF WEB. 2X3 OR 2X4 2 ROWS 2X6 2-2X4 NO MORE THAN (1) SCAB PER FACE. 2X8 1 ROW 2X4 1_ g ATTACH WITH 10d BOX OR GUN 2X8 2 ROWS 2X8 2-2X4(*) AT 8""x 3",MIN) NAILS. AT O.C. 2X8 1 ROW 2X6 1-2X8 BRACE IS A MINIMUM 2X8 2 ROWS 2X6 2-2X8(*) 80% OF WEB MEMBER LENGTH SCAB BRACE T—BRACE, L—BRACE AND SCAB BRACE TO BE SAME SPECIES AND GRADE OR BETTER THAN WEB MEMBER UNLESS SPECIFIED OTHERWISE ON ENGINEER'S SEALED DESIGN. (*) CENTER SCAB ON WIDE FACE OF WEB. APPLY (1) SCAB TO EACH FACE OF WEB. -WARXXG-XW M"IWV Art.1t=ON T= TC LL PSF REF CLB SUBST. Tram legmu eehrme ow to febrfeetwg,b-ndling shiPpml.tal1DW.nd bnotol. Refer w sad ldto► WM(fie C-op-stat e.f.► ?lw=U®,b7 Tn.. a,W ►)for saMy po.etlow.pew to pMormlog far tmAkmorp.�teetetim.h.� t arb-dusdpSwmLpman�d wr>ns per ill`s, tfalr sMe othvwlw,top edmu TC DL PSF DATE 1/1/09 s�kars m.�rhetab pnm neat Ltm l tr boti Ao Mamn Un hs lv.=�.0 1fL�1 NOW"=&27. B»U yoYe�eomel Dews r"for m�e bdorm ffm• BC DL PSF DRWG BRCLBSUB0109 ..DmOmxf» 7UXFMM CM D7 7N3 DfODma TO DWAUA=R COf MO= BC LL PSF m ftwDdh,� Drag fee. ).h.D not iN re�dlle•tor W A.rtetton hom lhte deelm, Bunding Components Group Inc. eo7 leDic'e to Yd1d the in m oomoeta.00.with 7P%or LSrle.Uo&e.emt°L.>yp'p�l. 1 l bruba.t�eteer}}►.rw. nwBM M=wwr;"t«w m.ee of 00/fe/tea(FAM/io�fml�eDa�r.a. h/u/m TOT. LD. PSF 29A thte'dz<wlow DstalbL caw WwL A" �w mdl�aetfie�of�' r P a�hm4 war the It t woopeoeat m+m� rm.` ti1O°em o,.ar ml,eempa:rut war w t�s b the DUR. FAC. blDl)e!the DeN per vier 1 tlm.tl. Earth City.MO e3D45 t""'IbA"' ""' 'a°m' 4w'bdnddAr7.a=M,wwwaeortawa SPACING T- W 111 It ­1 4 wwa V oil STEPS TO SETTING TRUSSES RESTRAINT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES LA LAS MEDIDAS DE LA INSTALLAci6N DE LOS TRUSSES RESTRJ:ca6N Y EL ARRIOSTRE PARR TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 Refer to BCSLB7 Diagonal Bracing 1)Install ground bracing.2)Set first truss and attach securely to ground bracing.3)Set next 4 Summary Sheet 101 or 15' Repeat Diagonal Bracing trusses with short member temporary lateral restraint(see below).4)Install top chord diagonal -Temporary&Per- every 15 truss spaces(30') bracing(see below).5)Install web member plane diagonal bracing to stabilize the first live trusses manent Restraint/(see below).6)Install bottom chord temporary lateral restraint and diagonal bracing(see below). Bracing for Parallel 7)Repeat process on groups of four trusses until all trusses are set. Chord Trussri for 1)Instate los arriostres de tierra.2)Instale el primero truss y ate seguramente at arriostre de more information. tierra.3)Instale los pr&imos cuatro times con restricc16n lateral temporal de miembro corto Vea el resumen (vea abajo).4)Instate el arriostre diagonal de la cuerda superior(vea abajo).5)Instale arriostre SCSI-B7-Restric- Apply Diagonal Brace to diagonal para Jos Plajios de los miernbros secundarlos para estable los primeros cinco trusses d6n y Ard grg vertical webs at end of (vea abajo).6)Instale la restdcci6n lateral temporal y arriostre diagonal para[a cuercla inferior temporal v cantilever and at bearing All LatteLateralR ints(vea abajo).1)Repita Este procedinniento en grupos;de cuatro busses hasta clue todos los trusses Permanente de localJons. lapped at least two trusses. �Djastalados. Trusses de Cuerdas *Top chord Temporary Lateral Restraint spacing shall be Refer to[3CSL-B2 Summary Sheet-Truss Installation&Temporary Restraint/Bracing for more Paralelas Para m6s 10,o.c.max.for 3x2 chords and 15'o.c.for 42 chords. informaticirv. informad6n. Vea el resumen SCSI-B2-Instaladdri de Trusses y Arriostre Tempgral para mayor informad6n. INSTALLING - INSTALACION RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES Tolerances fora Max. Truss EL RESTRX&16N/ARRI0STRE EN TODOS PLANOS DE TRUSSES. To erranclas para Fuera-de-Plano. Bow Length This restraint&bracing method is for all trusses except 3x2 and*2 parallel chord trusses. Max.Blow, DISO D(ft.) --I--Length---►0- 1/4' 1. 314' 12.5' Este m6t6do de restriccil6n y arriostre es para todo trusses excepto trusses de cuerdas paralelas 7/8" 14.6' 95T'4x2. Max. Length 112" 2' - 1)TOP CHORD-CUERDA SUPERIOR Max.Bow 1' 16.T " i Truss Span Top Chord Temporary Lateral Restraint(TCTLR)Spacing 3f4 H�Length�W t 1. 3. 1-1/8" 18.81 Lcingibud de Tramo Espaciamiento del Arritostre Temporal de la Cuerda Superior 4' Up to 30' 10'D.C.max. .6 5. 1-1/4" 20.8' a Hasty 30 pies 10 pies m6x[mo .1' Plumb 1-1/4" -- 1-318" 22.9' 30'to 45' 8'o.c.max. C 7f Tolerances for 'Ael bob 1-1/2" 6' 30 a 45 pies 8 pies m6ximc, LI Out-of-Plumb. 1-11T 25.V 1-314" T - 45'to 60' 6'o.c.max. Tolerancias para D/So max 1-3w 292 45 a 60 pies 6 pies m6ximo 2* �!81 Fuera-de-Plomada. .1 6 80 4'o.c.max. 60 2" 2:33.3' 0'to 80'*pies* 4 pies m6x[mo CONSTRUCTION LOADING-CARGA DE CONSTRUCCION a -Consult a Professional Engineer for trusses longer than 60'. Q Do not proceed with construction until all lateral restraint and *Consulte a un ingeniero para trusses de coos de 60 1 bracing is securely and properly in place. See B(5T­Q2 for TCTLR options. No proceda con la construcci6n hasta que todas[as restric- Material Haight dones laterales y Jos arrilostres e5t6n colocados en forma - Vea el BCSI-BZ para las opciones de TCTLR. ap,opiada y Segura. Gypsum Board 12, Refer Sheet-Rern-tainent Do not exceed maximum stack heights.Refer to BCSI-134 Restraint/Bradrin of Chords & istruction Loading for more information. Asphalt Shingles 2 bundles &Web Members for Gable End Frame restraintibracing, No exceda las miximas alturas recomendadas. Vea ell res6men reinforcement Information. BCSI-B4 Carga de Construcci6n para mayor informacl6n. Clay7ite 3-0 tries high Para Informad6n sobre restricci6n/arriostre/refuerzo Repeat diagonal para armaz6n de hastial vea LJ braces for each set of el resumen SCSI-B3-Re- 4 trusses. stricci6n/Arriostre Ground bracing not shown for clarity. Repita los arrisobres Do not overload small groups or single trusses. Permanente de CuMdas y diagonales para cada No sobrecargue pequefios grupos o trusses individuales. Miembros Secunclarios. grupo de 4 trusses. Never stack materials near a peak. 2)WEB MEMBER PLANE-PLANO DE LOS MIEMBROS SECUNDARIOS Nunca amontone material cerca del pico. APlace loads over as many busses as possible. iagonal Coloque las cargas,sobre tantos;trusses como,sea posible. LATERAL RESTRAINT Bracing Position loads over load bearing walls. DIAGONAL BRACING Web Members Coloque[as cargas score las paredes soportantes. TRW bracing not .#%RE VERY IMPORTANT ALTERATIONS-ALTERACIONES shown for clarity. iLA RESTRIcci6N Refer to BDamage,-B5 Summary Sheet-Truss Damage,lobsite Modifications Installation Errors. LATERAL Y EL Vea el res6men BCSI-B5 Da6os de trusses.Modificadones en[a Obral y Emotes de Instalaci6n. ARRIOSTRE Do not cut,alter,or drill any structural member of a truss unless DIAGONAL Bottom Chords specifically permitted by the Truss Design Drawing. SON MUY No carte,altere o perfbre ning6n mlembro estructural de los IMPORTANTES! Diagonal Braces every 10 trusses,a menos que est6 especifficamente permitido en el dibujo A 10'-15'max.Same spacing as truss spaces(20'max.) del dise5o del buss. Trusses that have been overloaded during construction or altered without the Truss Manufacturers c_;.a bottom chord Lateral Restraint Some chord and web members prior approval may render the Truss Manufacturer's limited warranty null and void. 3)BOTTOM CHORD-CUERDA INFERIOR not shown for clarity. Trusses que se han sobrecargado durante la construction o han sido alterados sin una autorizad6n previa del Fabricante de Trusses,pueden redudr o eliminar la garantia del Fabricante de Trusses. Lateral Restraints-2x4x1T or NOTE,The Truss Manufacturer and Truss Designer rely on ft presumption that the contractor and crana operator(if applicable)am professionals with the capability to undertake the work they have agreed to do on any given project.If the Contractor believes it needs greater lapped over two trusses. assistance in some aspect of the construction project,It'should seek assistno,from a competent party.The methods and procedures outlined In this document are intended to ensure that the merall construction techniques employed will put the trusses into place SAFELY. These recommendations for handling,installing,restraining and bracing trusses are based upon the collective experience of leading personnel irrvolved with buss design,inanufactum and installation,but must,due to the nature of responsibilities be Presented Bottom only as a GUIDE for use by a qualified Swilding Designer or Contractor.It is not Intended that these recommendations be interpreted as chords superior to the Building Designer's design spedfimtion for handling,Installing,restraining and bracing busses and It does not preclude the use,of other equivalent methods for restraining/baicing and providing stability for the walls,columns,floors,roofs and all the interrelated structural building components as determined by the contractor.Thus,WTCA and*eXpmSSIy disclaim any responsibility for damages arising from the use,appliati110on,or reliance,on the recommendations and Infonnation contained herein. 1.� 'ajrj Diagonal Braces every 10 truss spaces(20'max.) ER 7�h' 1 TRUSS PLATE INSTITUTE 6300 Enterprise Lane-Madison,WI 53719 218 N.Lee St,Ste.312-Alexandra,VA 22314 Some chord and web members 6081274-4849-www.sbdrldustry.cam 70 3168 3-10 10-www.tptnstorg max. not shown for clarity. - BLWARNlIX17 213061115 Valley Detail - ASCE 7-101 180 Mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Unless specified on engineer's sealed design, apply 1x4 'T' brace, 80% Bot Chord 2x4 SP #RN or SPF #1/#2 or better. Length of web, same species and SRB grade or better, attached with 8d box (0,113' x 2,5') nails at 6' o.c„ or continuous lateral bracing, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, equally spaced, for vertical valley webs greater than 7'-9'. Attach each vane to ever supporting truss with! For verticals over 10'-0' tall, apply (2) 1x4 'T' braces, 80% length of Y Y pP 9 web, same species and SRB grade or better, attached with 8d box 560# connection or with (1) ITWBCG HA4 (0,113' x 2,5') nails @ 6' o,c. or HA2,5 connector or equivalent for Top chord of truss beneath valley set must be braced with! ASCE 7-10 180 mph, 30' Mean Height, Part, Enc. properly attached, rated sheathing applied prior to valley truss Building, Exp. C, Wind TC DL=5 psf, Kzt = 1.00 Installation, Or Or ASCE 7-10 160 mph, 30' Mean Height, Part. Eric. Purllns at 24' o.c, or as otherwise specified on Engineer's sealed design. Building, Exp, D, WInd TC DL=5 psf, Kzt = 1.00 Or By valley trusses used In lieu of purlln spacing as specified on Engineer's sealed design. Cut from 2x6 or Larger as req'd I WWX Note that the purlin spacing for bracing the top chord of the truss 4-0-0 beneath the valley Is measured along the slope of the top chord, 12 ++ Larger spans may be built as long as the vertical height does 12 Max,I— W2X4 not exceed 14'-0'. W2X4 W2X4 Bottom chord may be square or pitched cut as shown, �- 8-0-0 --� W2X4 W4X4 " 12 Valle 12 Max, I— 4X Spacing wiX3 6-0-0 WIM Pitched Cut Square Cut Stubbed Valley Optional Hip (Max S acln ) W2X4 Bottom Chord Bottom Chord End Detail Joint Detail W1X3 WIX3 Valley Valley 16-0-0 W1X3 o m n T u e t 2 ' o, . 12 4X4 12 Max. I— ll Set a 4 W1X3 >WlX3 I?WSX3 (MW2X4W1X3 W5X4/SPLW1X3 Common Trusses17 Partial Framing 20-0-0 C++> -I at 2 ' o,c, Plan Supporting trusses at 24' o,c, maximum spacing. ssvARNINGts■READ AND FOLLOW ALL NOTES ON THIS DRAWINGI TC LL 30 30 40PSF REF VALLEY DETAIL NNINPDRTANTws FURNISH THIS DRAWING TO ALL CONTRACTQCS INCLUDING THE INSTALLERS. Trusses requln extresx care In fabricating,handling,shlpphg,hsto"lnp and bracing. Refer to and TC DL 20 15 7 PSF DATE 2/16/12 follow the latest edition of KSI C➢ulolhg Component Safety lim-w ion. y TPI and WTCA)for safety prnctices prior to performing these functions. Installers shall provide tempera ry bracing per SCSI. BC DL 10 10 10 PSF DRWG VAL180100212 Unless in otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have o properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall Faye bracing Installed per➢CSI sections 33,B7 or BID,as applicable. Apply dotes to BC LL 0 0 0 PSF .i each face of truss and position as shown above and on the.!Dint Details,unless noted otherwise. Building Components Group Inc. Refer to d^awhps ItiDA-2 for standard plots positions. TOT. LD, 60 55 57PSF j ITV BsAdho Corywnents Group Inc.shall not be responsible for any deviation from this drawing,any i folure to hu9d the truss h eonformnnee with ANSI/TPI 1,or for hardlhg,shlppleg Installation 1 hrachp of trusses. A seal on this drawing ar cover page listing this drawing,Indicates acceptance M professlonal angheerho responsibility solely far the design shown The suitability and use of this DUR.FAGL25/1.33 1,15 1.15 draehp for any structure Is the responsblity of the Binding Designer per ANSI/TPI t SeeB ._ EarthClly,M063645 For more information see this.bb's general notes page and these web chess SPACING 24,0' ITWUM Ww.kwbcg.coml TPl,www�tst--WTCM rwrabandustry.org)ICC�vw.kasnfe.org .I i