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HomeMy WebLinkAbout20HS201 ENG_SIGNED FLORIDA QU TRUSS QUALITY TRUSS 3625 PARK CENTRAL BLVD N, POMPANO BEACH FL 33064 TE=L -- ("954) 915-3384 FAX: O9542 g-(93-0�300 PHONE :(954) 975 3384 SAX:(954) 978 8990 PROJECT NAME&ADDRESS CITY/COUNTY CONTRACTOR/BUILDER MODEL/ELEVATION LOT/BLOCK JOB# f C ) 4S 2,0 STATEMENT:Icerlify that the engineering for the trusses listed on the attached sealed index sheet have been designed and checked for compliance with the Florida Building Code-2017 the trusses have been designed to provide resistance to wind and forces as required by the fallowing provisions: TRUSS LOADING'CODITION " R_O.OF_TRUSSES _ FLOOR TRUSSES TOP CHORD LIVE LOAD TOP CHORD DEAD LOAD BOTTOM CHORD LIVE LOAD BOTTOM CHORD DEAD LOAD / TOTAL LOAD DURATION FACTOR ) 1 2 - WIND ANALYSIS ASCE 7-- 10 ' 170 MPH EXPOSURE CATAGORY C--II MEAN ROOF HEIGHT f COMPUTER PROGRAM USED FOR]DESIGN: - ALPINE Attched is a index-sheet submittedin accordance with Florida Statude 61 G 15--31.003 the pages numbered 1 W 12, are photocopies of the original design and approved by me.As witness by my seal. I hereby certify that Me above information Is true and correct to the best of my knoviedge and belief �. `�`11pN1DEf'''' , Digitally signed NUMAN DEMIRAL, P.E. `��•��J� cE S FL. REG. #87425 :' �� N F'. ';, by N u m a n 3625 PARK CENTRAL BLVD. NORTH ? No 87425 = pem i ra POMPANO BEACH, FL 33064 ; STATE OF a z 1 PE87425 O '• �40 Date: 2020.09.18 /' IVAs 09:45:34 -04r 00 NO TRUSS ID Ho TRUSS ID NO TRUSS ID NO TRUSS (D NO TRUSS :121 2 �i� �-- 32 62 92 � ._....__. 3 -')�5 33 ---- - --- 63 -.' • � 93 ..—. 1231 ... ..._._. 4 34 64 94 124 5 _ 35 65 95 'i 25 6 ._� f 36 — 66 96 'i 26 7 1_ �` 37 • 67 97 _ 127 8 38 — 68 98 128 - - 40 70 100 130 12 42 72 102 13 ��, 43 73 103 133 14 - 5 f 45 _ 75 105 1 135 i _ 16 _ _46 76 �06 136 T 17 ` _—_ 47 --- 77 107 ----------- 137 , ------- 8 _ 4B _ 78 _ 108 138 19 49 79 - 109 ^- 139 �- 20 50 80 110 140 21 51 81 K 11 _ 141 22 — 52 82 142 142 23 _63 63 113 _ _143 2'4 54 64 414 144 27 57 87 417 147 28 58 86 118 148 29 59 89 Li 19 149 30 60 90 20 150 NUMAN DEMIRAL, P.E. `�"pit1IM111ii,y, Digitally signed FL. PEG. #87425 3625 PARK CENT 'vNCEN RAL BLVD. f�lORTH sl:9! ° by N u m a n ? POMPANO BEACH, FL 33054 No 87425 - De m i ra STATE OF x = PE87425 Date: 2020.09.18 0NA! 09:45:45 -04'00' Florida Quality Truss Engineering-List Main Office:772-545-3950 Job#: 20HS201 Alt.Ph: - Fax:772-545-3690 Date: 9/15/2020 Customer Information: Project Information: Name: Contact: Name: ANDRE MICHELE Fill in later 1633 NW SWEETBAY CIRCLE Address: Address: Region: 1633 NW SWEETBAY CIRCLE City,State,Zip: City,State,Zip: PALM CITY, FL Salesman: Notes: Loading: TC BC Fill in later Designer. LL 20 0 CRAIG MARTIN DL 20 10 Engineering List Seq. Qty Span Description Truss Slope OH-L CANT-L STUB-L Height Num. TC/BC OH-R CANT-R STUB-R 1 3 19-06-08 Al 5.00 0.00 00-00-00 02-06-00 00-00-00 04-06-01 92.40lbs.each 215 / 2x5 00-00-00 02-06-00 00-00-00 2 1 19-06-08 A2 5.00 0.00 00-00-00 02-06-00 00-00-00 04-02-04 86.80lbs.each 2x5 / 2x5 00-00-00 02-06-00 00-00-00 3 1 13-11-13 B1 5.31 0.00 00-00-00 01-11-13 00-00-00 01-11-12 2-Ply 425.6 Ibs.each 2x5 / 215 00-00-00 00-00-00 00-00-00 4 6 06-02-03 J5 3.00 0.00 00-00-00 02-00-00 00-00-00 01-11-12 25.201bs.each 2x5 / 2x5 00-00-00 00-00-00 00-00-00 5 2 02-04-06 J2 5.43 0.00 00-00-00 00-00-00 00-00-00 01-06-01 8.400lbs.each 2x5 / 2x5 00-00-00 00-00-00 00-00-00 6 2 01-01-12 J1 5.43 0.00 00-00-00 00-00-00 00-00-00 00-11-07 5.600 lbs.each 2,5 / 2x5 00-00-00 00-00-00 00-00-00 7 2 06-05-04 HJ5 2.83 0.00 00-00-00 03-08-14 00-00-00 01-11-10 25.90 lbs.each Li 2,5 / 2,13 00-00-00 00-00-00 00-00-00 8 1 13-05-04 V5 5.31 0.00 00-00-00 00-00-00 00-00-00 01-11-11 54.60 Ibs.each 2x5 / 2x5 00-00-00 00-00-00 00-00-00 9 1 12-07-12 V4 5.31 0.00 00-00-00 00-00-00 00-00-00 01-07-11 47.60 Ibs.each 2x5 / 2x5 00-00-00 00-00-00 00-00-00 10 1 11-02-03 V3 5.31 0.00 00-00-00 00-00-00 00-00-00 01-03-11 36.40 Ibs.each 2x5 / 2x5 00-00-00 00-00-00 00-00-00 11 1 08-09-05 V2 5.31 0.00 00-00-00 00-00-00 00-00-00 00-11-11 29.40 Ibs.each 2x5 / 2x5 00-00-00 00-00-00 00-00-00 12 1 05-10-03 V1 5.31 0.00 00-00-00 00-00-00 00-00-00 00-07-11 15.40 lbs.each 2x5 / 2x5 00-00-00 00-00-00 00-00-00 Trusses:23.00 Page 1 of 1 Job:(20HS201)/Al THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP#2 170 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 DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Webs 2x4 SP#3 Wind loads and reactions based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Bottom chord checked for 10.00 psf non-concurrent live load. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. j= 9'9-1/4" + 9'9-1/4" _I ///4X5(R1) 12 5 T1 W3 � 8 u; 3X4 3X4 W2 2X4(A1 W 1 W 1 =2X4(A1) T LLU 5-3/16" 1 B1 =5X6 B1 III3X4 14'6-1/2" 1113X4 2'6" 19'6-1/2" _I R=1021# U=356# RL=155/-155# W=8" R=1021# U=356# W=8" (Rigid Surface) (Rigid Surface) DESC.= Al SEQ= 97710 PLT.TYP.-WAVE DESIGN CRIT=FBC2017RES/TPI-2014FT/RT=20%(O%y0(0) QTY=3 TOTAL=3 REV. 17.02.02A.1213.20 SCALE=0.3750 ""WARNINGI""READ AND FOLLOW ALL NOTES ON THIS DRAWING1 TC LL 20.Opsf REF **IMPORTANT**FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating,handling,shipping,installing and bracing.Refer to and follow the latest edition of BCSI TC DL 20.0 psf DATE 09-15-2020 (Building Component Safety Information,by TPI and WTCA)for safely practices prior to performing these functions. Installers shall provide LOnJLw yy�JA temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have BC D L 10.0 psf DRW G a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, ('�7 T r 7r1F.tr•*•p7 TSI_+ B7 or B10,as applicable.Apply plates to each face of truss and position as shown above and on the Joint Details,unless noted otherwise. O.O Sf CM LGLJl7.e..i 1 i i AV S Refer to drawings 160A-Z for standard plate positions. BC LL p ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss TOT.LD. S O.O psf O/A LEN. 190608 TELL(954)975-3384 in conformance with ANSIITPI 1,or for handling,shipping,installation&bracing of trusses. FAX:(954)978-11950 A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional engineering responsibility solely for the 1.25 JOB#:20HS201 312t1 N.W.16rh TEItHACf'. design shown.The suitability and use of this drawing for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sea2. DU R.FAC. PQMPAAI4 SEACHr FL 33464 For more information see this job's general notes page and these web sites: SPACING 24.0" CO M N ITWBCG:www.ilwbcg.com;TPI:www.tpinst.org;WTCA:www.sbcindustry.com;ICC:www.iccsafe.org TYPE Job:(20HS201)/A2 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP#2 All plates are 2X4 except as noted. Bot chord 2x4 SP#2 Webs 2x4 SP#3 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT Il,EXP C,wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Left and right cantilevers are exposed to wind Wind loads and reactions based on MWFRS with additional C&C member design. See DWGS A18015ENC101014&GBLLETIN1014 for gable wind bracing and other requirements. Bottom chord checked for 10.00 psf non-concurrent live load. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. f 9'9-1/4" 9'9-1/4" _I =4X5 12 5 T1 M3 M3 T1 N M2 M4 M2 3X4(D1 M1 M1 =3X4(D1) Li EiEl X6 2'6" 1 "0.1/2" B1 B1 19'6-1/2" R=139plf U=100plf RL=10/-10plf W=14'6-1/2" (Rigid Surface) DESC.= A2 SEQ= 97711 PLT.TYP.-WAVE DESIGN CRIT=FBC2017RES/TPI-2014FT/RT=20%(0%u0(0) QTY=1 TOTAL= 1 REV. 17.02.02A.1213.20 SCALE=0.3750 ""WARNINGI""READ AND FOLLOW ALL NOTES ON THIS DRAWINQI TC LL 20.Opsf REF **IMPORTANT**FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating,handling,shipping,installing and bracing.Refer to and follow the latest edition of BCSI TC DL 20.0 psf DATE 09-15-2020 (Building Component Safety Information,by TPI and WTCA)for safely practices prior to performing these functions. Installers shall provide LOn yrA temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have BC D L 10.0 psf DRW G JLwJ a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, ('�7 T r 7r1F.tr•*•p7 TSI_+ B7 or B10,as applicable.Apply plates to each face of truss and position as shown above and on the Joint Details,unless noted otherwise. O.O Sf CM LGLJl7.e..i 1 i i AV S Refer to drawings 160A-Z for standard plate positions. BC LL p ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss TOT.LD. S O.O psf O/A LEN. 190608 TELL(954)975-3384 in conformance with ANSIITPI 1,or for handling,shipping,installation&bracing of trusses. FAX:(954)978-11950 A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional engineering responsibility solely for the 1.25 JOB#:20HS201 312t1 N.W.16rh TEItHACf'. design shown.The suitability and use of this drawing for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sea2. DU R.FAC. PQMPAAI4 SEACHr FL 33464 For more information see this job's general notes page and these web sites: SPACING 24.0" GAB L ITWBCG:www.ilwbcg.com;TPI:www.tpinst.org;WTCA:www.sbcindustry.com;ICC:www.iccsafe.org TYPE JGb:(20HS201)/B1 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4SP#2 2 Complete Trusses Required Bot chord 2x4 SP#2:132 2x6 SP SS: Webs 2x4 SP#2:W1,W8 2x6 SP SS: :W3,W5 2x4 SP#3: Nail Schedule:0.128"x3",min.nails 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT II,EXP C,wind TC Top Chord:1 Row @12.00"o.c. DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Bot Chord:1 Row @ 3.00"o.c. Webs :1 Row @ 4"o.c. Wind loads and reactions based on MWFRS. Use equal spacing between rows and stagger nails in each row to avoid splitting. Girder supports 40-0-0 span to BC one face and 4-6-0 span to TC/BC split opposite face. 12"o.c.spacing of nails perpendicular and parallel to grain required in area over bearings greater than 12" Left cantilever is exposed to wind Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. r 3'5-7/8" + 8'11-15/16" -I- 1'6-1/16"� 12 T1 1114X5 R =3X8 T2 ///4X5(R) 5.31 � \3 \\\7X6(R 6X6 W5 W T 2X4(A1 W 6X12 =6X12 W r� TR TIT W8P 5-3/16" B 1 1114X5 vv W 3 B3 1114X6 99) W4 N 1113X10 B2 =8X12 1113X10 �—1-11-13/16" 12' - 2'9-13/16"�$1/16 8 1/16 10"�{ 1311-13/16" —I R=9581# U=3681# W=8-3/16" R=6393# U=2456# W=8-3/16" (Rigid Surface) (Rigid Surface) DESC.= B1 SEQ= 97721 PLT.TYP.-WAVE DESIGN CRIT=FBC2017RES/TPI-2014FT/RT=20%(0%u0(0) QTY=1 PLIES=2 TOTAL=2 REV. 17.02.02A.1213.20 SCALE=0.5000 ""WARNINGI""READ AND FOLLOW ALL NOTES ON THIS DRAWINGI TC LL 20.Opsf REF **IMPORTANT**FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating,handling,shipping,installing and bracing.Refer to and follow the latest edition of BCSI TC DL 20.0 psf DATE 09-15-2020 (Building Component Safety Information,by TPI and WTCA)for safely practices prior to performing these functions. Installers shall provide LOn yrA temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have BC D L 10.0 psf DRW G JLwJ a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, QT k r 7r1F.tr IR TSS B7 or B10,as applicable.Apply plates to each face of truss and position as shown above and on the Joint Details,unless noted otherwise. O.O Sf CM LGLJl7.e..i 1 i i AV a Refer to drawings 160A-Z for standard plate positions. BC LL p ITW Building Components Group Inc.shall not ereesponsible for any deviation from this drawing,any failure to build the truss TOT.LD. S O.O psf O/A LEN. 131113 TELL(954)975-3354 in conformance with ANSIITPI 1,or for handling,shipping,installation&bracing of trusses. FAX:(954)978-11950 A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional engineering responsibility solely for the 1.25 JOB#:20HS201 3120 N.W.16rh TEItHACf'. design shown.The suitability and use of this drawing for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sea2. DU R.FAC. PQMPAAI4 sEaCHr FL 33464 For more information see this job's general notes page and these web sites: SPACING 24.0" CO M N ITWBCG:www.ilwbcg.com;TPI:www.tpinst.org;WTCA:www.sbcindustry.com;ICC:www.iccsafe.org TYPE Job:(20HS201)/J5 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP#2 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT Il,EXP C,wind TC Bot chord 2x4 SP#2 DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Webs 2x4 SP#3 Wind loads and reactions based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Bottom chord checked for 10.00 psf non-concurrent live load. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. R=121# U=71# NAILED 3 p T1 1112X4 1112X4 2X4(A1 W1 v 5-3116" 4 7 N M W2 1112X4 g2 �2'� 2'10" _ _1/2+ 3'0-11/16" _I 6'2-3/16" _I R=503# U=223# RL=75# W=8" R=57# U=8# NAILED (Rigid Surface) DESC. = J5 SEQ= 97714 PLT.TYP.-WAVE DESIGN CRIT=FBC2017RES/TPI.2014FT/RT=20%(O%y0(0) QTY=6 TOTAL=6 REV. 17.02.02A.1213.20 SCALE=0.7500 ""WARNINGI""READ AND FOLLOW ALL NOTES ON THIS DRAWINGI TC LL 20.Opsf REF **IMPORTANT**FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating,handling,shipping,installing and bracing.Refer to and follow the latest edition of BCSI TC DL 20.0 psf DATE 09-15-2020 (Building Component Safety Information,by TPI and WTCA)for safely practices prior to performing these functions. Installers shall provide LOn yrA temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have BC D L 10.0 psf DRW G JLwJ a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, ('�7 T r 7rtF.tr TRUSS B7 or B10,as applicable.Apply plates to each face of truss and position as shown above and on the Joint Details,unless noted otherwise. O.O Sf CM LGLJl7.e..i 1 i i AV a Refer to drawings 160A-Z for standard plate positions. BC LL p ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss TOT.LD. S O.O psf O/A LEN. 60203 TELL(954)975-3384 in conformance with ANSIITPI 1,or for handling,shipping,installation&bracing of trusses. FAX:(954)978-11950 A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional engineering responsibility solely for the 1.25 JOB#:20HS201 312t1 N.W.16rh TEItHACf'. design shown.The suitability and use of this drawing for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sea2. DU R.FAC. PQMPAAI4 SEACHr FL 33464 For more information see this job's general notes page and these web sites: SPACING 24.0" JACK ITWBCG:www.ilwbcg.com;TPI:www.tpinst.org;WTCA:www.sbcindustry.com;ICC:www.iccsafe.org TYPE Job:(20HS201)/J2 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP#2 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT II,EXP C,wind TC Bot chord 2x4 SP#2 DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Bottom chord checked for 10.00 psf non-concurrent live load. Wind loads and reactions based on MWFRS with additional C&C member design. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. R=89# U=50# NAILED 12 5.43 T1 io T=2X4(A1 5-3/16 61 2'4-3/8" R=123# U=30# RL=51# NAILED R=48# U=10# NAILED DESC.= J2 SEQ= 97713 PLT.TYP.-WAVE DESIGN CRIT=FBC2017RES/TPI-2014FT/RT=20%(0%u)(0) QTY=2 TOTAL=2 REV. 17.02.02A.1213.20 SCALE=1.0000 ""WARNINGI""READ AND FOLLOW ALL NOTES ON THIS DRAWINQI TC ILL 20.Opsf REF **IMPORTANT**FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating,handling,shipping,installing and bracing.Refer to and follow the latest edition of BCSI TC DL 20.0 psf DATE 09-15-2020 (Building Component Safety Information,by TPI and WTCA)for safely practices prior to performing these functions. Installers shall provide LOn yrA temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have BC D L 10.0 psf DRW G JLwJ a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, ('�7 T r 7r1F.tr•*•p7 TSI_+ B7 or B10,as applicable.Apply plates to each face of truss and position as shown above and on the Joint Details,unless noted otherwise. O.O Sf CM LGLJl7.e..i 1 i i AV S Refer to drawings 160A-Z for standard plate positions. BC LL p ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss TOT.LD. S O.O psf O/A LEN. 20406 TELL(954)975-3384 in conformance with ANSIITPI 1,or for handling,shipping,installation&bracing of trusses. FAX:(954)978-11950 A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional engineering responsibility solely for the 1.25 JOB#:20HS201 312t1 N.W.16rh TEItHACf'. design shown.The suitability and use of this drawing for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sea2. DU R.FAC. PpMPAf40 SEACHr FL 33464 For more information see this job's general notes page and these web sites: SPACING 24.0" JACK ITWBCG:www.ilwbcg.com;TPI:www.tpinst.org;WTCA:www.sbcindustry.com;ICC:www.iccsafe.org TYPE Job:(20HS201)/J1 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP#2 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT II,EXP C,wind TC Bot chord 2x4 SP#2 DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Bottom chord checked for 10.00 psf non-concurrent live load. Wind loads and reactions based on MWFRS with additional C&C member design. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. 12 R=42# U=24# NAILED 5.43 p T1 T 2X4(A1 io 533 61 1'1-3/4" R=60# U=12# RL=24# NAILED R=24# U=6# NAILED DESC.= J1 SEQ= 97712 PLT.TYP.-WAVE DESIGN CRIT=FBC2017RES/TPI-2014 FT/RT=20%(O%Y)(0) QTY=2 TOTAL=2 REV. 17.02.02A.1213.20 SCALE=1.0000 ""WARNINGI""READ AND FOLLOW ALL NOTES ON THIS DRAWINQI TC LL 20.Opsf REF **IMPORTANT**FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating,handling,shipping,installing and bracing.Refer to and follow the latest edition of BCSI TC DL 20.0 psf DATE 09-15-2020 (Building Component Safety Information,by TPI and WTCA)for safely practices prior to performing these functions. Installers shall provide LOn yrA temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have BC D L 10.0 psf DRW G JLwJ a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, ('�7 T r 7r1F.tr TRUSS B7 or B10,as applicable.Apply plates to each face of truss and position as shown above and on the Joint Details,unless noted otherwise. O.O Sf CM LGLJl7.e..i 1 i i AV S Refer to drawings 160A-Z for standard plate positions. BC LL p ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss TOT.LD. SO.Opsf O/A LEN. 10112 'CELL{95d)475-3354 in conformance with ANSIITPI 1,or for handling,shipping,installation&bracing of trusses. FAX:(954)975-338D A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional engineering responsibility solely for the 1.25 JOB#:20HS201 31 F N.(9 4)9 T-11950 f'. design shown.The suitability and use of this drawing for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sea2. DU R.FAC. PQMPAAI4 SEACHr FL 33464 For more information see this job's general notes page and these web sites: SPACING 24.0" JACK ITWBCG:www.ilwbcg.com;TPI:www.tpinst.org;WTCA:www.sbcindustry.com;ICC:www.iccsafe.org TYPE Job:(20HS201)/HJ5 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP SS Special loads Bot chord 2x6 SP SS ------(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) Webs 2x4 SP#3 TC:From 81 plf at 0.00 to 81 plf at 2.26 TC:From 41 plf at 2.26 to 41 plf at 6.44 Negative reaction(s)of-377#MAX.(See below)from a non-wind load case requires uplift connection. BC:From 20 plf at 0.00 to 20 plf at 2.26 BC:From 10 plf at 2.26 to 10 plf at 6.44 170 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, TC:41.75 lb Conc.Load at 2.26 wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 TC:88.83 lb Conc.Load at 4.60 BC:23.63 lb Conc.Load at 2.26 Wind loads and reactions based on MWFRS. BC:48.45 lb Conc.Load at 4.60 Bottom chord checked for 10.00 psf non-concurrent live load. Left cantilever is exposed to wind Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. R=-137# Rw=52# NAILED 2 83 p 1112X4 T1 00 ao =2X4(A1 W 1 5 71�" 113 B1 3'8-7/8" 4'6-5/16" 7 1'10-15/16"�1 6'5-1/4" _I R=1140# U=471# W=1'3-3/8" (Rigid Surface) R=-377# Rw=152# NAILED DESC.= HJ5 SEQ= 97720 PLT.TYP.-WAVE DESIGN CRIT=FBC2017RES/TPI-2014FT/RT=20%(O%y0(0) QTY=2 TOTAL=2 REV. 17.02.02A.1213.20 SCALE=1.0000 ""WARNINGI""READ AND FOLLOW ALL NOTES ON THIS DRAWINQI TC LL 20.Opsf REF **IMPORTANT**FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating,handling,shipping,installing and bracing.Refer to and follow the latest edition of BCSI TC DL 20.0 psf DATE 09-15-2020 (Building Component Safety Information,by TPI and WTCA)for safely practices prior to performing these functions. Installers shall provide LOn yrA temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have BC D L 10.0 psf DRW G JLwJ a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, ('�7 T r 7r1F.tr TRUSS B7 or B10,as applicable.Apply plates to each face of truss and position as shown above and on the Joint Details,unless noted otherwise. O.O Sf CM LGLJl7.e..i 1 i i AV S Refer to drawings 160A-Z for standard plate positions. BC LL p ITN Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss TOT.LD. SO.O psf O/A LEN. 60504 TELL(954)975-3384 in conformance with ANSIITPI 1,or for handling,shipping,installation&bracing of trusses. A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional engineering responsibility solely for the FAX:(954]978-t198D design shown.The suitability and use of this drawing for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sea2. DU R.FAC. 1.25 JOB#:20HS201 3120 N.W.16[h TERRACF. For more information see this job's general notes page and these web sites: PpMPAri14 EEACHr FL 33064 ITW BCG www.it.bcg.com;TPI:www.tpinst.org;WTCA:www.sbcindustry.com;ICC:www.iccsafe.org SPACING 24.0" TYPE HIP JACK Job:(20HS201)/V5 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP#2 170 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, Bot chord 2x4 SP#2 wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Webs 2x4 SP#3 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent live load. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. See DWG VAL180101014 for valley details. 3'9-5/8" 7 87-3/16" 12 %4X5 R III2X4 T2 N4X5(R) T3 5.31 p OIII2X4 T1 (O W1 W1 W1 3X4(D1 W2 (o F IF 3-71s• IWX4 I 4 I X4 1112X4 13'5-1/4" 8 R=104plf U=100plf RL=4/-2plf W=13'5-1/4" (Rigid Surface) DESC. = V5 SEQ= 97719 PLT.TYP.-WAVE DESIGN CRIT=FBC2017RES/TPI.2014FT/RT=20%(O%y0(0) QTY=1 TOTAL= 1 REV. 17.02.02A.1213.20 SCALE=0.5000 ""WARNINGI""READ AND FOLLOW ALL NOTES ON THIS DRAWING1 TC ILL 20.Opsf REF **IMPORTANT**FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating,handling,shipping,installing and bracing.Refer to and follow the latest edition of BCSI TC DL 20.0 psf DATE 09-15-2020 (Building Component Safety Information,by TPI and WTCA)for safely practices prior to performing these functions. Installers shall provide LOn yrA temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have BC D L 10.0 psf DRW G JLwJ a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, ('�7 T r 7r1F.tr•*•p7 TSI_+ B7 or B10,as applicable.Apply plates to each face of truss and position as shown above and on the Joint Details,unless noted otherwise. O.O Sf CM LGLJl7.e..i 1 i i AV a Refer to drawings 160A-Z for standard plate positions. BC LL p ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss TOT.LD. S O.O psf O/A LEN. 130504 TELL(954)975-3384 in conformance with ANSIITPI 1,or for handling,shipping,installation&bracing of trusses. FAX:(954)978-11950 A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional engineering responsibility solely for the 1.25 JOB#:20HS201 312t1 N.W.16rh TEItHACf'. design shown.The suitability and use of this drawing for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. DU R.FAC. PQMPAAI4 SEACHr FL 33464 For more information see this job's general notes page and these web sites: SPACING 24.0" VAL ITWBCG:www.ilwbcg.com;TPI:www.tpinst.org;WTCA:www.sbcindustry.com;ICC:www.iccsafe.org TYPE Job:(20HS201) /V4 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP#2:T2 2x4 SP SS: 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, Bot chord 2x4 SP#2 wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Webs 2x4 SP#3 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent live load. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. See DWG VAL180101014 for valley details. MWFRS loads based on trusses located at least 7.50 ft.from roof edge. 3'8-11/16" } 7'2-1/8" _I_ 1'8-15/16" 5.31 2 1114X5 R T2 N4X5(R) T1 /11 T3 ° W 1 1112X4 3X4(D1 W1 W2T 10-1/2" I X4 I X4 1112X4 12'7-3/4" 8 R=104plf U=100plf RL=4/-3plf W=12'7-3/4" (Rigid Surface) DESC. = V4 SEQ= 97718 PLT.TYP.-WAVE DESIGN CRIT=FBC2017RES/TPI.2014FT/RT=20%(0%u0(0) QTY=1 TOTAL= 1 REV. 17.02.02A.1213.20 SCALE=0.5000 ""WARNINGI""READ AND FOLLOW ALL NOTES ON THIS DRAWING1 TC LL 20.Opsf REF **IMPORTANT**FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating,handling,shipping,installing and bracing.Refer to and follow the latest edition of BCSI TC DL 20.0 psf DATE 09-15-2020 (Building Component Safety Information,by TPI and WTCA)for safely practices prior to performing these functions. Installers shall provide LOn yrA temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have BC D L 10.0 psf DRW G JLwJ a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, ('�7 T r 7r1F.tr•*•p7 TSI_+ B7 or B10,as applicable.Apply plates to each face of truss and position as shown above and on the Joint Details,unless noted otherwise. O.O Sf CM LGLJl7.e..i 1 i i AV a Refer to drawings 160A-Z for standard plate positions. BC LL p ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss TOT.LD. S O.O psf O/A LEN. 120712 TELL(954)975-3384 in conformance with ANSIITPI 1,or for handling,shipping,installation&bracing of trusses. FAX:(954)978-11950 A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional engineering responsibility solely for the 1.25 JOB#:20HS201 312t1 N.W.16rh TEItHACf'. design shown.The suitability and use of this drawing for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. DU R.FAC. PQMPAAT4 SEACHr FL 33464 For more information see this job's general notes page and these web sites: SPACING 24.0" VAL ITWBCG:www.ilwbcg.com;TPI:www.tpinst.org;WTCA:www.sbcindustry.com;ICC:www.iccsafe.org TYPE Job:(20HS201)/V3 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP#2 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT II,EXP C, Bot chord 2x4 SP#2 wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Webs 2x4 SP#3 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent live load. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. See DWG VAL180101014 for valley details. MWFRS loads based on trusses located at least 7.50 ft.from roof edge. r 2'11-11/16" + 59-1/16" + 2'5-7/16" 12 %4X5(R) T2 N4X5(R) 5.31 p 1�z T1 MT1 r� 3X4(D1) W 1 =3X4(D1) 4 4 21,. 1'2-3/16" B1 R=103plf U=100plf RL=4/-4plf W=11'2-3/16" (Rigid Surface) DESC. = V3 SEQ= 97717 PLT.TYP.-WAVE DESIGN CRIT=FBC2017RES/TPI.2014FT/RT=20%(0%u0(0) QTY=1 TOTAL= 1 REV. 17.02.02A.1213.20 SCALE=0.7500 ""WARNINGI""READ AND FOLLOW ALL NOTES ON THIS DRAWINQI TC LL 20.Opsf REF **IMPORTANT**FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating,handling,shipping,installing and bracing.Refer to and follow the latest edition of BCSI TC DL 20.0 psf DATE 09-15-2020 (Building Component Safety Information,by TPI and WTCA)for safely practices prior to performing these functions. Installers shall provide �On yrA temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have BC D L 10.0 psf DRW G JLwJ a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, QT�r 7r1F.tr TR TSS B7 or B10,as applicable.Apply plates to each face of truss and position as shown above and on the Joint Details,unless noted otherwise. O.O Sf CM LGLJlLt(9 1 9 i AV a Refer to drawings 160A-Z for standard plate positions. BC LL p ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss TOT.LD. SO.Opsf O/A LEN. 110203 'CELL{95d)475-3354 in conformance with ANSIITPI 1,or for handling,shipping,installation&bracing of trusses. FAX:(954)978-11950 A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional engineering responsibility solely for the 1.25 JOB#:20HS201 312t1 N.W.16rh TEItHACf'. design shown.The suitability and use of this drawing for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. DU R.FAC. FUMPAAI4 SEACHr FL 33464 For more information see this job's general notes page and these web sites: SPACING 24.0" VAL ITWBCG:www.ilwbcg.com;TPI:www.tpinst.org;WTCA:www.sbcindustry.com;ICC:www.iccsafe.org TYPE Job:(20HS201)/V2 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP#2 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT II,EXP C,wind TC Bot chord 2x4 SP#2 DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Webs 2x4 SP#3 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent live load. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. See DWG VAL180101014 for valley details. MWFRS loads based on trusses located at least 7.50 ft.from roof edge. f 2'2-5/8" } 4'4-1/16" } 22-5/8" 12 5.31 p\4X5(R) T2 ///4X5(R) T T1 �"X4(Dl) 3X4(D1 W1 4 4 8'9-5/ B1 R=103plf U=100plf RL=3/-3plf W=8'9-5/16" (Rigid Surface) DESC. = V2 SEQ= 97716 PLT.TYP.-WAVE DESIGN CRIT=FBC2017RES/TPI.2014FT/RT=20%(0%u0(0) QTY=1 TOTAL= 1 REV. 17.02.02A.1213.20 SCALE=0.7500 ""WARNINGI""READ AND FOLLOW ALL NOTES ON THIS DRAWINQI TC LL 20.Opsf REF **IMPORTANT**FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating,handling,shipping,installing and bracing.Refer to and follow the latest edition of BCSI TC DL 20.0 psf DATE 09-15-2020 (Building Component Safety Information,by TPI and WTCA)for safely practices prior to performing these functions. Installers shall provide LOn yrA temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have BC D L 10.0 psf DRW G JLwJ a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, ('�7 T r 7r1F.tr TRUSS B7 or B10,as applicable.Apply plates to each face of truss and position as shown above and on the Joint Details,unless noted otherwise. O.O Sf CM LGLJl7.e..i 1 i i AV a Refer to drawings 160A-Z for standard plate positions. BC LL p ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss TOT.LD. S O.O psf O/A LEN. 80905 TELL(954)975-3384 in conformance with ANSIITPI 1,or for handling,shipping,installation&bracing of trusses. FAX:(954)978-11950 A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional engineering responsibility solely for the 1.25 JOB#:20HS201 312t1 N.W.16rh TEItHACf'. design shown.The suitability and use of this drawing for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sea2. DU R.FAC. PQMPAAI4 SEACHr FL 33464 For more information see this job's general notes page and these web sites: SPACING 24.0" VAL ITWBCG:www.ilwbcg.com;TPI:www.tpinst.org;WTCA:www.sbcindustry.com;ICC:www.iccsafe.org TYPE Job:(20HS201)/V1 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP#2 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT II,EXP C,wind TC Bot chord 2x4 SP#2 DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 Bottom chord checked for 10.00 psf non-concurrent live load. Wind loads and reactions based on MWFRS with additional C&C member design. See DWG VAL180101014 for valley details. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. MWFRS loads based on trusses located at least 7.50 ft.from roof edge. 1'5-5/8" } 2'11" 12 5.31 8 =3X4 T2 =3X4 T1 3X4(D1 1�a�=_3X4(Dl) ro C r -3/16" B1 R=103plf U=100plf W=5'10-3/16" (Rigid Surface) DESC.= V1 SEQ= 97715 PLT.TYP.-WAVE DESIGN CRIT=FBC2017RES/TPI-2014FT/RT=20%(0%u0(0) QTY=1 TOTAL= 1 REV. 17.02.02A.1213.20 SCALE=1.0000 ""WARNINGI""READ AND FOLLOW ALL NOTES ON THIS DRAWINQI TC LL 20.Opsf REF **IMPORTANT**FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating,handling,shipping,installing and bracing.Refer to and follow the latest edition of BCSI TC DL 20.0 psf DATE 09-15-2020 (Building Component Safety Information,by TPI and WTCA)for safely practices prior to performing these functions. Installers shall provide LOn yrA temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have BC D L 10.0 psf DRW G JLwJ a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, ('�7 T r 7r1F.tr TRUSS B7 or B10,as applicable.Apply plates to each face of truss and position as shown above and on the Joint Details,unless noted otherwise. O.O Sf CM LGLJl7.e..i 1 i i AV S Refer to drawings 160A-Z for standard plate positions. BC LL p ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss TOT.LD. SO.Opsf O/A LEN. 51003 TELL(954)975-3384 in conformance with ANSIITPI 1,or for handling,shipping,installation&bracing of trusses. FAX:(954)978-11950 A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional engineering responsibility solely for the 1.25 JOB#:20HS201 312t1 N.W.16rh TEItHACf'. design shown.The suitability and use of this drawing for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sea2. DU R.FAC. PQMPAAI4 SEACHr FL 33464 For more information see this job's general notes page and these web sites: SPACING 24.0" VAL ITWBCG:www.ilwbcg.com;TPI:www.tpinst.org;WTCA:www.sbcindustry.com;ICC:www.iccsafe.org TYPE o d N to O o O el � � 96 TAU* q a N � 1 mVd op k mN �ssvita o�� x to c a 0 q b r O m � 113 '9 .. M a Lam GENERAL NOTES NOTAS GENERALES HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES Trusses are not marked In any way to identify Los trusses no est6n marcados de ning6n modo que RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES. the frequency or location of temporary lateral identifique la frecuencia o localizad6n de resWcc16n lateral Q! Warning!Don't overload the crane. restraint and diagonal bracing.Follow the y arriostre diagonal tempordles.Use las recomendaciones iAdvertenda!iNo sobrecarga la gr6a! recommendations for handling,installing and de manejo,instalaci6n,restricci6n y arriosor temporal de Never use banding alone to lift a bundle. temporary restraining and bracing of trusses. Jos trusses.Vea el folleto BCSI Guia de Buena Pr6Ltica Do not lift a group of Individually banded bundles. rd Refer to SCSI Guide to Good Practice for pa el ManeiQ instaladdn Restricci6n y Arrioshe de los Handling Installin0 Restraining&Bracing of Truss--de Madera Conectados con Placas de Metal pars Nunca use s6lo los empaques pars levantar un paquete. Metal Plate Connected Wood Trusses for more informaci6n m6s detallada. No levante un grupo de empaques individuales. $ detailed Information. +< Los dibuJos de diseno de los trusses pueden espedficar las �A single lift point may be used for bundles Truss Design Drawings may specify locations of locallzadones de restriccibn lateral perrnanente o refuerzo with trusses up to 45' permanent lateral restraint or reinforcement for en JOS miembros individuales del truss. Vea la hoja Two lift points may be used for bundles with individual truss members.Refer t0 the BCSI-B3-B3 resumen BCSI-B3-Restricd6n/Arriostre Permanente de trusses up to 60'. 0 Warning!Do not over load supporting Summary Sheet-Permanent Restraint/Bradno Cuerdas y Miembros Se undarlos pars m6s informad6n. Use at least 3 lift points for bundles with structure with truss bundle. of Chords&Web Members for more Information. El resto de los disenos de anlostres pennanentes son la trusses greater than 60'. iAdvertenda!No sobrecargue la estructura All other permanent bracing design is the responsabilidad del Disefiador del Edifido. o da el a uete de trusses.responsibility of the Building Designer. Puede usar un solo lugar de levantar pars a P Ya con P q paquetes de trusses hasty 45 pies. Q The consequences of improper handling,erect- Puede usar dos puntos de levantar para Q Place truss bundles in stable position. g Ina,Installing,restraining and bracing can result paquetes m6s de 60 pies. Puse paquetes de trusses en una poslci6n �� a in a collapse of the structure,or worse,serious Ir, Use por to menos tres puntos de levantar pars estable, personal injury or death. _ 4 may,. paquetes mas de 60 pies. a r ��' INSTALLATION OF SINGLE TRUSSES BY HAND El resultado de un manejo,levantamiento, Q�'`.£fL 14- t. ' instalad6n,restricd6n y arrisotre Incorrecto puede ly Y INSTALACI6N POR LA MANO DE TRUSSES INDMDUALES ser la caida de la estructura o a6n pear,heridos o _ muertos. 1 Ts �! Trusses20' - - �Trusses30'or - -" Or less,sup- less,support at f` port at peak. quarter points. QBanding and truss plates have sharp edges.Wear Levante Levante de gloves when handling and safety glasses when '`` del pica cos los cuartos cutting banding. trusses de de tramo los Empaques y piacas de metal tienen bordes 20 pies o I F Trusses up to 20' -> trusses de 30 I E Trusses up to 30' afilados. Use guantes y lentes protectores cuando menos. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies torte los empaques. HOISTING OF SINGLE TRUSSES—LEVANTAMIENTO DE TRUSSES INDMDUALE HANDLING — MAN E70 Hold each truss in position with the erection equipment until top chord temporary lateral restraint s installed and the truss is fastened to the bearing points. Qr Avold lateral bending.—Evite la flexl6n lateral. Sostenga cada truss en posici6n con equipo de gr6a hasta que la restriccc6n lateral temporal de la I Use special care in Utillce cuidado cuerda superior este Instalado y el truss est6 asegurado en los soportes. windy weather or especial en dias near power lines ventosos o cerca de t blaming!Using a single pick-point at the peak aeropuertos. and airports. cables etos.os o de can damage the truss. iAcivertenclal El use de un solo lugar para levantar en el pico puede hater dano al truss. Spreader bar for truss\• HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES 60'or less e���e Q The contractor is responsible for properly ,_ O RECOMENDACIONES PARA LEVANTAR TRUSSES receiving,unloading and storing the trusses INDIVIDUALES at the jobsite. Approve 12_r El contratista tiene la responsabilidad de L!Use proper rig- Use equipo aproplado truss tengm recibir,descargar y almacenar adecuada- ging and hoisting para levantar a Tagnne rRussEs UP TO 30' mente los trusses en la obra. equipment. !mprovcsar. nreader bar �—TRUSSES HASTA 30 PIES Toe-In y T—in At18ch f \ Locate Spreaderbar 10,D.C. Spreader bar 12 to I above or sliflltack max. mid-height truss length g Imo---► ice, i _��y�_; ;a•. Ta Ine _ I •' �``? ::^'.A '�''I.�`� � g� TRUSSES UP TO 60' 60 PIES Spreader bar V3 Tagline to 3/4 truss length If trusses are to be stored horizontally,place i— TRUSSES UP TO AND OVER GO' _Y blocking of sufficient height beneath the TRUSSES HASTA Y SORRE 60 PiES stack of trusses at B'to 10'on center. Do not stare No almacene TEMPORARY RESTRAINT & BRACING For trusses storedrevfor more thane gain week, unright. bundles vertrusses hn RESTRICCION Y ARRIOSTRE TEMPORAL cover bundles to prevent moisture yin but upright. trusses sueltos. allow for ventilation. �C�I Guide to Good Practice for Refer to BCSI-B2 Summary Sheet-Truss Refer to Installation&Temnorarv�2cing for Top Chord Temporarl Handling.Installing Restraining&Bracing more information. Lateral Restraint 9L[tLeSdLpJdIE_[onn�Sk Wood Trusses ra"i (rCTLR) for more detailed information pertaining to Vea el resumen BCST 07--Renricci6tn/ 2.0 min. handling and jobsite storage of trusses. ": Arriostre Tempo[al y Instalaci6n de los s ' Trusses pars m6s informac16n. \ Si Jos trusses estar6n guardados horizon- -_ Locale ground braces for first truss directly In talmente,ponga bloqueando de altura line with all rows of top chord temporary lat talme te,nte detr6s de la canpila de cos trusses. eral restraint(see table in the next column). =90' suflciDo not stare on No almacene en Coloque los arriostres de tierra para el primer Para trusses guardados por m6s de una uneven ground. tierra desigual. truss directamente en Ifnea con cada una de Brace first truss semana,cubra los paquetes para prevenir Mk, l las filas de restricci6n lateral temporal de la E—securely before aumento de humedad pero permita venti- {__ .•`r 6 = cuerda superior(vea la table en la pr6xima erection of additions laci6n. `` a columna). trusses. Vea el folleto BCSI Guia de Buena Pr6ctica y Do not walk on unbraced peel ManWa_kL5 alarm,Restricci6n y Ar- - 3'' _ - ''� + trusses. do ilxmL a 1 s Trusses de Madera Conectados - frin Placas de Metal para informacon m6s 4 No camine en trusses detallada sobre el manejo y almacenado de sueltos. IDS trusses en area de trabajo. N N ti n 0% -A N t'd ta C� n N O 'f to c",d �nd � N N� NA O tN c W to yb ��j q@•• N in NI N P lip C ��S or .a r b b b ° V, 0 0 0 MUM r fit 1 1 STEPS TO SETTING TRUSSES RESTRAINT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES LAS MEDIDAS DE LA INSTALLACION DE LOS TRUSSES LA RESTRICCI6N Y EL ARRIOSTRE PAPA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 f Refer to BCSI-B7 Diagonal Bracing 1)Install ground bracing.2)Set first truss and attach securely to ground bracing.3)Set next 9 Summary Sheet 10'or 15'< Repeat Diagonal Bracing i trusses with short member temporary lateral restraint(see below).4)Install tap chord diagonal -Temporary&Per- Lam_ y ----every 15 truss spaces(301) bracing(see below).5)Install web member plane diagonal bracing to stabilize the first five trusses -!� _ I manent Restraint/ _ (see below).6)Install bottom chord temporary lateral restraint and diagonal bracing(see below). Bracing for Pa alter I ,j 7)Repeat process on groups of four trusses until all trusses are set. Chord Trusses for 1 Instale IDS arriostres de terra.2 Instale el primero truss y ate se uramente al arriostre de more information. tierra.3)Instale los pr6ximos cuatro trusses con restricci6n lateral temporal de miembro corto Vea el resumen j (vea abajo).4)Instale el arriostre diagonal de la cuerda superior(vea abajo).5)Instale arriostre BCSI-B7 ri Restric- Apply Diagonal Brace to d diagonal pars)os plajlos de los miembros secundarios Para astable los primeros clncD trusses cidn y Arriostre vertical webs at en of vea abajo).6 Instale la restricci6n lateral temporal arriostre diagonal para la cuerda inferior cantilever and at bearing All Lateral Restraints ( j ). ) Y 9 P Temporal K (vea abajo).7)Repita este procedimiento en grupos de cuatro trusses hasty clue todos los trusses Permanente de locations. lapped at least two trusses. j e_stD_ipstalados. Trusses de Cuerdas 'Top chard Temporary Lateral Restraint spacing shall be QRefer to HCSI-132 Summary Sheet-Truss Installation&Tem op racy Restraint/Bracincl for more Paralelas Para mas 10'o.c.max.for 3x2 chords and 15'D.c.for 42 chords. ! information'. Informaton. If Vea el resumen BCSI-82-Instalacion de Trusses y Arriostre Temtwral para mayor Informacl6n. INSTALLING I N STALACI®N Out of Plane RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES n(Tolerances for Out-of-Plane. EL RESTRICCI6N/ARRIOSTRE EN TODOS PLANOS DE TRUSSES. lJ Out of PD(ft.) Max. Truss Tolerancias pars Fuera-de-Plano. Bow Length This restraint&bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses, Max-Bow DI50 D(It.) Length--� 314" 12.5' Este m6todo de restricci6n y arriostre es para todo trusses excepto trusses de Cuerdas paralelas 1/4" 1. Este 4X2. Max.Bow _Length—Y 12" 2' 7/8' 14,6' 1)TOP/,CHORD—CUERDASUPERIOR Max.Bow 1" 16.7' Truss Span Top Chord Temporary Lateral Restraint(TCTLR)Spacing I 3/4" 3' -- - - _ �—Length- 1-118" 18.8' Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior ❑ � 1" 4' j 1-1/4" 20.8' Up to 30' 10'o.C.max. Plumb 1-3/8" 22.9' n 1 114" 5' I Hasta 30 o I pies 10 pies maximo P P 30'to 45' 8'o.c.max. f"i(Tolerances for { 100/bob 1-1/2" V 30 a 45 pies 8 pies maximo LJ Out-of-Plumb. 1-1r1^ 25.0' 1-3/4" 7' 45'to 60' V o.c.max. Tolerancias para 0 max j 2" 2B' 1-314" 29.2' 45 a 60 pies 6 pies maximo Fuera-de-Plomada. 2" z33.3' 60'to 80'* 4'D.C.ma x. 60 a 80 pies* 4 pies maximo CONSTRUCTION LOADING—CARGA DE CONSTRUCCION x •Consult a Professional Engineer for trusses longer than 60'. � Q Do not proceed with construction until all lateral restraint and IMaximum I-,I. + 'Consulte a un Ingeniero para trusses de mas de 60 pies. — _ -_ \\\�j bracing is securely and properly in place. ,3{o Nioterlalon7rusaes, j r](See BCSI-B2-B2 for TCTLR options. — _= \� \ \� No proceda con la construction hasty clue todas las restric- Material Height LJ ciones laterales y los arriostres esten colocados en forma Vea el @ S@�Para las opciones de TCTLR. - \\\ \\ apropiada y Segura. Gypsum Board 12" \ ra. r Refer to BCSI-B3 Sum-marKSheet-Permanent - — � �\ Do not exceed maximum stack heights.Refer to @CSL-64 plywood or OSB 16" Restraint/B2cint�gf Chords _ \ �\ Summary Sheet-Construction Loading for more Information. Asphalt shingles 2 bundles &Web Members for Gable -— _ End Frame restraint/bracing/ \\ No exceI-64 C las me[masCons alturrucci s recomenyor as.inf Veal reslimen Concrete Block B^ reinforcement Information. \ BCSI-84 Cargo de Construcci6n Para mayor informacldn. I \ Clay Tile 3-0 tiles high Para informad6n sobre restricci6n/arriostre/refuerzo f7f Repeat diagonal Para armaz6n de hastial vea LJ braces for each set of el resumen BCSI-B3-Re- 4 trusses. stricci8n/Arriostre Ground bracing not shown for clarity. Repita IDS arrisotres Do not overload small groups or single trusses. Permanente de Cuerdas v diagonales para cada No sobrecargue pequenos grupos o trusses individuales. Miembros Secundaric, grupo de 4 trusses. Never stack materials near a peak. r 2)WEB MEMBER PLANE—PLANO DE LOS MIEMBROS SECUNDARIOS Nunca amontone material Carta del Pico. O !�1 Place loads over as many trusses as possible. _ iagonal Coloque las cargas sabre tantos trusses Como sea posible. LATERAL RESTRAINT Web Members Bracing Position loads over load bearing walls. ! &DIAGONAL BRACING �� Coloque las cargas sabre las paredes soportantes. Truss ARE VERY IMPORTANT _ ~ ��� bracing not - ALTERATIONS—ALTERACIONES shown shown for clarity. ii LA RESTRICCI6N Refer to BCSI-BS Summary Sheet-Truss Damage lobsite Modifications&Installation Errors. LATERAL Y EL \` Vea el res6men BCST-85 Da`nos de trusses Modificaciones en la Obra y Emores de Instalacidn ARRIOSTRE Do not cut,alter,or drill any structural member of a truss unless ES DIAGONAL Bottom Chords ® specifically permitted by the Truss Design Drawing. SON M UY No torte,altere o perfore ning6n miembro estructural de IDS ( trusses,a menos clue este especfficamente permitido en el dibujo IMPORTANTES! Diagonal Braces every 10 j truss spaces(20'max.) del diseno del truss. 10'-15'max.Same spacing P 9 as Trusses that have been overloaded during construction or altered without the Truss Manufacturer's S bottom chord Lateral Restraint Some chord and web members prior approval may render the Truss Manufacturer's limited warranty null and void. not shown for clarity. J Trusses clue se han sobrecargado durante la construccdn o han sido alterados sin una autorizaci6n ('• 3)BOTTOM CHORD—CUERDA INFERIOR previa del Fabricante de Trusses,pueden reducir o eliminar la garantfa del Fabricante de Trusses. F Lateral Restraints-2x4x12'or \ NOTE:The Truss Manufacturer and Truss Designer rely on the presumption that the Contractor and vane operator(if applicable)are 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. \`�\_ as stance In some aspect of the construction proje t it should seek assistance from a competent pa y.The methods and procedures outlined In this document are Intended to ensure that the overall 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 involved with truss design,manufacture and Installation,but must,due to the nature of responsibilities Involved,be presented Bottom ` �J' only as a GUIDE for use by a qualified Building Designer or ContsRoc It is not Intended that these remmmendative,be Interpreted as chords ��. superior to the Bullding Designer's design specification for handling,Installing,mstalning and bradng trusses and It does not preclude the �) ' use of other equivalent methods for restraining/bracing and providing stability for the walls,columns,floors,roofs and all the Interrelated structural building components as determined by the Contaor.R Thus,VJrCA and TPl expressly dodalm any responsibility for damages \� arising from the use,application,or reliance on the recommendations and Information contained herdn. u `` 'e Diagonal Braces every W'T 10 truss spaces(20'max.) TRUSS PLATE INSTITUTE 6300 Enterprise Lane"Madison,WI 53719 218 N.Lee St.,Ste.312•Alexandira,VA 22314 10'-15, Some chord and web members 608/271-4849"www.sbcindustry.com 703/683-1010•www.tpinst.org max. not shown for clarity. BIWARN11x17 20061115 { for// pv CL vnp -8 z QW.3 my to C) '--� p D m p mZC) . 03 p 7Cp ZruO M. \o�Z tC Wz p'..'pmm7( ZAtd (Jo d qo W p g n. o 13 o ro o fx 7C p..W r} Now iZx Q ll�+lll N Wv Dp.D fJ O r9r�IIX DO �--' !�vN v2 A1A A � d a9z td O 3 -1 >' 3 e o°° O o o N Oz-n r z w rn o.0 ,O $x � ea d y4°n 3{¢ °v pry V1(IN m j C+ A D r1 � Xg�� i ni z 3 x = ZN.pr 9 „ad ..5 YYYY GI H W(j @ N A td M:K Wo "ate �Acmir� f� 'S I. a4 R �y� D xrpr) NN3GZl 8 o n rrl� a�N3� -3 r7a3D mmED a 4� � T � cD7� coZ�zo 3 mZmN A- z g z 3 xz r0 t7G1�=�o-Di d� Gl „'wQ °� F 9- fTl NppND ZN td fait - z> z i- ;o µ e n_ D 7C �}. f 0 C1i M n y � '� td 7K Q Dm x� r oo�r Z °o° 3 Nx /7a W4 Zi Fr C4M �± �apCIP� 3 N� d �Q �! 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S 0D� S S Q h N5 G 4 p Q� A �G° mP h tD `N ro P Pr m 1G 3 m N 9— n ro °0 m N X O O Po N 0N mN N ON (� -0 -5 �� h X o- �1pS Q ro m ,p -5 n w �n fi mN n°� ° & Q s `°0N Q- Q ti ros m°z �} P O P r Qa G ° m ° pro n9 S �cmX ca S (0 c1 N S S 5 n P o '5 h G L Q 9 1 n 00 N p n 9 N } r h N G n C 1 N i Pr N c1 n ro G c1 O aQ O*P s N a A r m 0 5 m o �o Q 5 n s 9 Q ro f o o� ro ro o� a Wo p ux oC, N 4- ro 05 m 5 9- N q, -5 t31 p -1 0 ° N Q Q NP cn © O O o ro O N O 9 N in*1 �1 d 51 h b y N -5 S N N simpson.S.tr6ng-T.IellIIICdnstruotlon Connectors Face-Mount Hangers M F These products are available with additional corrosion These products are approved for installation with the Strong-Drive® protection.,For more information,see p.18. SD Connector screw.See pp.39-40 for more information. Model Min. Dimensions(In.) Fasteners QF/SPAllowable Loads SPF/HFAllowable L",d,� Code No. Heel Ga. Carrying Carried Uplift Floor Snow Roof Wind Uplift Floor Snow Ro Ref. Height W H B Member Member (160) (100) (115) (125) (160) (160) (100) (115) (12 Double 2x Sizes LUS24-2 2'/a 18 3'A 31A 2 (4)16d (2)16d 440 800 910 1 985 1,250 3B0 680 780 845 11,070 LUS26-2 41% 18 31A 4r/e 2 (4)16d (4)16d 1,105 1,030 1,180 1,280 1,625 1,0001 880 1,010 1,090 1,385 17,L17,FL HHUS26-2 4-a 14 31/is 5% 3 (14)16d (6)16d 1,550 2,785 3,155 3,405 4,265 1,335 12,390 2,710 2,925 3,665 HGUS26-2 06 12 311s 5% 4 (20)16d (8)16d 2,155 4,355 4,875 5,230 5,575 1,855 13,760 4,200 4,500 4,795 HGU026-2-SDS3 514 12 3Fis 5tis 4 (12)'/4"x3"SDS (4)Y4"x3"SDS 1,635 5,040 5,565 5,565 5,565 1,175 13,630 4,005 4,005 4,005 FL jD LUS28-2 41/is 18[TY19MI46 2 (6)16d (4)16d 1,165 1,315 1,500 1,625 2,060 1,000 1,125 1,285 1,390 1,765 HHUS28-2 6`•Yie 144 3 (22)16d (8)16d 2,000 4,210 4,770 5,140 6,440 1,720 3,615 4,095 4,415 5,375 17,L17,FL HGUS28-2 69/ia 12 4 (36)16d (12)16d 3,235 7,460 7,460 7,460 7,460 2,785 6,415 6,415 6,415 6,415 HGU028-2-SDS3 7Y4 12 4 (20)1/4"x 3"SDS (6)Y4'x 3"SDS 2,565 7,330 7,330 7,330 7,330 1,845 5,280 5,280 5,280 5,280 FL � LUS210.2 63s 182 (8)16d (6)16d 1,745 1,830 2,090 2,265 2,870 1,500 1,565 1,785 1,935 2,455 HHUS210'2 8% 14 3 (30)16d (10)16d 3,745 5,635 6,380 6,880 7,165 3,525 4,835 5,270 5,380 5,765 17,L17,FL HGUS210-2 8% 12 4 (46)16d (16)16d 4,095 9,100 9,100 9.100 9.100 3.525 7,465 7,730 7,825 7,825 ' HGU0210 2 SDS3 9% 12s 4 (28)'ls''x3"SDS (8)'/a"x3"SDS 3,440' 7,415 7,415 7,415 7,415 2,475 .5,340 5,340 5,340 5,340 FL Triple 2x Sizes HGUS26-3 4IV% 12 41-5ia 5/h 4 (20)16d (8)16d 2,155 4,355 4,875 5,230 5,575 1,855 3,750 4,200 -4,500 4,795 17,L17,FL HGU026-3-SDS4.5 5h 12 411i6 51h 4 (12)1/4"x 41h"SDS (4)1W'x 41N'SDS 1,635 5,040 5,165 5,165 5,165 1,175 3,630 13,720 3,720 3,720 FL a HGUS28-3 6'-s 12 41�s 71/4 4 (36)i6d (12)16d 3,235 7,460 7,460 7,450 7,460 2,785 6,415 6,415 6,415 6,415 17,L17,FL E1 HGU028-3-SDS4.5 N 12 41-Ys 7Y4 4 (20)1A"x 4Y2"SDS(6)1/4"x 41h"SDS 2,565 .8,400 9,175 9,175 9,175 1,845 6,050 16,605 6,605 6,605 FL HGUS210-3 81% 12 41% 91/4 4 (46)16d (16)16d 4,095 9,100 9,100 9,100 9,100 3,525 E7.825 7,825 7,825 7,825 17,L17,FL HGUQ210-3-SDS4,5 9Y4 12 4'-s 91/4 4 (28)'/1'x 4'h"SDS(8)'/i'x 41h"SDS 3,440 9,745 9,745 9,745 9,745 2,475 7,015 7,015 7,015 FLHGUS212-3 10% 12 41% 10-Y4 4 (56)16d (20)16d 5,045 9,600 9,600 9,600 9,600 4,335 8,255 8,255 8,255 O 17,L17,FL 41 HGUS214-3 12% 12 4'%s 12-Y4 4 (66)16d (22)16d 5,515 10,100 10,100 10,100 10.100 4,745 8,685 8,685 8,685 N Quadruple 2x Sizes C HGUS26-4 5% 12 6% 59is 4 (20)16d 8)16d 2,155 4,355 4,875 5,230 15,575 1,855 13,750 14,200 4,500 4,795 17,L17,FL C O W HGUQ26-4-SDS6 5h 12 61Yis 5 tia 4 (12)1/4"x 6"SDS (4)1/4"x 6"SDS 2,375 5,040 5,165 5,165 5,165 1,71'0 13,63013,720 3,720 3,7201 FL U HGUS28-4 7Y4 12 6% 7Viir, 4 (36)16d (12)16d 3,235 7,460 7,460 7,460 7,460 2,785 6,415 6,415 6,415 6,4151 17,L17,FL N &V HGU028-4-SDS6 7'/4 12 69/ie 7VIs 4 (20)'/4"x 6"SDS (6)'/a'x 6"SDS 4,020 8,400 8,866 8,860 8,860 2,890 6,050 6,380 6,380 6,380 FL L HGUS210-4 91/4 12 69/1s 93A6 4 (46)16d (16)16d 4,095 9,100 9,100 9,100 9,100 3,525 7,825 7,825 7,825 7,825 17,L17,FL P HGU0210-4-SDS6 9Y4 12 69/111 ffis 4 (28)1/:'x6"SDS (8)YVx6"SOS 4,170 10,26010,26010,26010,260 3,000 7,385 7,385 7,385 7,385 FL � HGUS212-4 110% 1121 6%s 10%1 4 (56)16d (20)16d 5,045 9,600 9,600 9,600 9,600 4,335 B,255 8,255 8,255 8,255 17 L77 FL 1 HGUS214-4 12% 12 6�s 12% 4 (66)16d (22)16d 5.515 10,100 10,100 10,100 10,100 4,745 8,685 8,685 8,685 8,6B5 , Q. 4x Sizes VO LUS46 4% 18 3% 04 2 (4)16d (4)16d 1,165 1,030 1,180 1,280 1,625 1,000 880 1,010 1,090 1,385 HGUS46 4%rs 12 3% 4346 4 (20)16d (8)16d 2,155 4,355 4,875 5,230 15,575 1,855 3,750 4,200 4,500 4,795 17,L17,FL 0 HHUS46 4Yis 14 3% 5Me 3 (14)16d (6)16d 1,550 2,790 3,160 3,410 14,265 1,335 2,390 2,710 2,925 3,665 14. HGU046-SD83 5A 12 3% 4% 4 (12)'/4"x T SDS (4)Yi'x 3"SDS 1,635 5,040 5,165 5,165 5,165 1,175 3,630 3,720 3,720 3,720 FL Ow LUS48 4Ya 18 39Ks 6;'4 2 (6)16d (4)16d 1,165 1,315 1,500 1,625 2,650 1,000 1,125 1,285 1,390 1,765 HUS48 6'/a 14 3% 7 2 (6)16d (6)16d 1,550 1,595 1,815 1,960 2,470 1,550 1,365 1,555 1,680 2,115 17,L17,FL HHUS48 6'/2 14 3% 7% 3 (22)16d (8)16d 2,000 4,215 4,770 5,150 6,440 1,720 3,615 4,095 4,415 15,535 HGUS48 WAs 12 3% 71i6 4 (36)16d (12)16d 3,235 7,460 7,460 7,460 7,460 2,785 6,415 6,415 6,415 6,415 ON HGUQ48-SDS3 7% 12 3% 67A 4 (20)'/4"x3"SDS (6)Y4"x3"SDS 2,565 7,330 7,330 7,330 7,330 1,845 5,280 5,280 5,280 15,280 FL LUS410 61/4 18 3Ys 83/4 2 (8)16d (6)16d 1,745 1,830 2,090 2,265 2,870 1,500 1,565 1,785 1,935 2,455 .HHUS410 8% 14 3% 9 3 (30)16d (10)16d 3,745 5,640 6,385 6,890 7,165 3,440 4,835 5,480 5,910 16,165 17,L17,FL HGUS410 87/is 12 3% 91/6 4 (46)16d (16)16d 4,095 9,100 9,100 9,100 9,100 3,525 7,825 7,825 7,825 17,825 HGUQ410-SDS3 I 9Y4 12 '3% 8IA 4 (28)1/4 x3"SDS (8)1/4'x3"SDS 3,440 7,415 7,415 7,415 7,415 2,475 5,340 5,340 5,340 5,340 FL HGUS412 I10tis 12 3% 15s 4 (56)16d (20)16d 5,045 9,600 9,600 9,600 19,600 4,335 8,255 8,255 8,255 8,255 1 17 L17,FL HGUS414 11 rtia 12 3s/a 12Yis 4 (66)16d (22)16d 5,515 10,100 10,100 10,00 10,100 4.745 8,685 8,685 8,685 8,685 1.Uplift loads have been increased for wind or earthquake loading with no further When Strong-Drive SDS Heavy-Duty Connector screws do not penetrate all pries increase allowed.Reduce where other loads govern. of the supporting girder truss,supplemental Strong-Drive SDS Heavy-Duty 2.Wind(160)is a download rating. Connector screws at the hanger locations may be required to transfer the load to 3.Minimum heel height shown is required to achieve full table loads.For less than the truss pries not penetrated by the face fasteners,as determined by the Designer minimum heel height,see technical bulletin T-C-REDHEEL at strongtie.com. 7.The supporting girder truss must have adequate thickness to accommodate 4.Truss chord cross-grain tension may limit allowable loads in accordance the screw length,so that the screw does not protrude out the back of the with ANSf/TPI 1-2007.Simpson Strong-Tie°Connector Selector"Software girder.3"-or 4'h"-long Strong-Drive SDS Heavy-Duty Connector screws includes the evaluation of cross-grain tension in its hanger allowable loads. may be substituted for the longer Strong-Drive SDS Heavy-Duty Connector For additional information,contact Simpson Strong-Tie. screws with no load reduction. 5.Simpson Strong-Tie®Strong-Drive°SDS Heavy-Duty Connector screws are 8.Loads shown are based on minimum of 2-ply 2x carrying member for nailed permitted to be installed through metal truss plates as approved by the Truss hangers.With 3x carrying members,use 16d x 2'h"nails into the header and Designer,provided the requirements of ANSYTPI 1-2014 Sections 7.5.3.4 and 16d commons into the joist with no load reduction.With single 2x carrying 8.9.2 are met(pre-drilling required through the plate using a maximum of s/az"bit). members,use 10d x 1'h'nails into the header and 10d commons into the 6.Strong-Drive SDS Heavy-Duty Connector screws that penetrate all plies of the joist,and reduce the load to 0.64 of the table value. supporting girder(screws must penetrate a minimum of 1"into the last truss ply) 9.Nails:16d=0.162"dia.x 31h'long.See pp.26-27 for other nail sizes may afso be used to transfer the load through all the plies of the supporting girder. and information. 237 r on • -OWtiod'Constructionbohneetors Face--Mount Hangers - Solid Sawn Lumber (DF/SP) , m The Joist Hanger Selector software enables you the most optimum product for your project. The software takes into consideration all the characteristics seen in this catalog. Visit strongtie.com/jhs. These products are available with additional corrosion These products are approved for installation with the Strong-Drives protection.For more Information,see p.1 B. SD Connector screw.See pp.39-40 for more Information. Dimensions(in.) Fasteners DF%SP Allowable Loads Installed Joist Model No. Ga. Min. Code Size W H g Max. Header Joist Uplift Fioor Snow Roof Cost Index Ret, (160) (100) (115) (125) (!CI) Sawn Lumber Sizes +LUS24-2 20 1'Ye 3'1A 1'1h - (4)16d (2)10d x 1'k" 265 555 635 685 Lowest 18 1Yr6 3'/a 13i - (4)10d (2)10d 490 670 765 825 +3%„ 17,127,FL,L5,L17 16 1%6 31A 11h - (4)16d (2)1Odx 114" 265 575_ 655 705 +67% !7,FL,L17 14 1%e 3Y6 2'/, - (4)16d (2)10d x 11h" 335 595 670 720 +295%. 18 3'1A 3Ye 2 - (4)16d (2)15d 440 800 910 985 Lowest 17,127,FL,L5,L17 2X4 U24-2 16 31/s 3 2 - (4)16d (2)10d 370 575 655 705 +33% 17,FL,L17 ? r 2/HUC24-2 14 3'/e 3%a 2% - (4)16d (2)10d 360 380 595 720 +240% Q 18 1%6 4Y4 1Y, - (4)10d (4)10d 1,165 .865 990 1,070 Lowest 17,127,FL,L5,L17 20 1%a 4Y, 1'h (6)16d (4)10d x 1 Y2" 555 835 950 1,030 +'.% 16 1 Vi6 4Y4 2 (6)16d (4)10d x 1'h" 585 865 990 1,055 +43%2x6Z 18 1'/a 4e/4 13'4 (6)16d (4)10d x 1 lb" 730 845 965 1,040 +160% 17,FL,L17 ED rHU26 14 1%6 3Yi6 21/4 - (4)16d (2)10dx 1'/2" 335 595 670 720 HUS26 16 15/a 5-Ya 3 - (14)16d (6)16d 1,550 2,720 3,095 3,335 +276% 17,127,FL,L5,L17 0 LUS26-2 18 3Ye 47/a 2 (4)16d (4)16d 1,165 1,030 1,180 1,275 Lowest U26-2 16 3'1A 5 2 (8)16d (4)10d 740 1.150 1,305 1,410 +65% DBL HUS26-2 I HUSC26-2 14 3Ye 5%6 2 - (4)16d (4)16d 1.235 1,065 1,210 1,305 +172% 17,FL,L17 2X6 14 3Ye 5-Y. 2'h Min• (8)16d (4)10d 760 1,190 1,345 1,445 +233% 17,127,FL,L5,L17 � HU26-2/HUC26-2 14 3'/a 5-Y. 2Y2 Max. (12)16d (6)10d 1,135 1.785 2.015 2,165 +254% 17,FL,L17 LUS26-3 18 4Ya 41A 2 (4)16d (4)16d 1,.165 1,030 1,180 1,280L+43% TPL U26-3 16 4% 4 Y4 2 (8)16d (4)10d 140 1,150 1,305 1,410 2x6 14 4'Ya 41% 2'/2 Min. (8)16d (4)10d 760 1,190 1,345 1,445HU26-3/HUC26-314 41Yk 4% 2Y2 Max. (12)16d (6)l0d 1.1.35 1,765 2,015 2,165 LUS26 18 1%6 4% 1'Y4 - (4)10d (4)10d 1,165 865 990 1,070LU26 20 1-6 4% 1'r4 - (6)16d (4)1 Od x 1'/2" 565 835 950 1,030LUS28 18 1�e 65/a 1'✓4 - (6)tOd (4)10d 1,165 1,lOS 1,260 1,3G5 ,L17LU28 20 1%a 65/e 1'h (8)16d (6)10d x 1'h" 850 1,110 1,270 1,335 2x8 U26 16 1%6 4Y4 2 - (6)16d (4)10d x I1h" 585 865 980 1,055 LUC26Z 18 1 Via 4'/4 134 - (6)16d (4)10d x 11h" 730 845 965 1,040 , , ® HU28 14 1 Yie 5Y4 2'h - (6)16d (4)10d x 11h" 610 895 1,005 1.065 +251% HUS26 16 1 Y. 5Y. 3 - (14)16d (6)16d 1,550 2,720 3,095 3.335 +276% HUS26 161 1% 7 3 - (22)16d (8)16d 2,000 3,965 4,120 4,220 +409% LUS26-2 18 3'/e 4% 2 - (4)16d (4)16d 1,165 1,030 1,180 1,280 Lowest 17,127,FL,L5,Lll Q LUS28-2 18 3Ya 7 2 - (6)16d (4)16d 1,165 1.315 1,500 1,628 +6% DBL U26-2 16 31h 5 2 - (8)16d (4)10d 740 1,150 1,305 1,410 +65% 2x8 HUS28-2 14 3Ya 7%6 2 - (6)16d (6)16d 1,550 1,595 1,815 1,960 +188% HU28.2/HUC28-2 14 3'a 7 21h Min. (10)16d (4)10d 760 1,490 1,680 1,805 +397% 17,FL,L17 © 14 3% 7 2'/z Max. (14)16d (6)10d 1,135 2,085 2,350 2,530 +418% 1.Uplift loads apply to 10d and 16d header fasteners.Uplift loads 5.DF/SP loads can be used for SCL that has fastener holding capacity have been Increased for wind or earthquake loading with no of Doug Fr. further Increase allowed.Reduce where other loads govern. 6.Truss chord cross-grain tension may limit allowable bads.in accordance 2.10d commons or 16d sinkers may be used instead of the with ANSI/iPI 1-2014.Simpson Strong-Ties Connector Selector" specified 15d at 0.84 of the table load value, software Includes the evaluation of cross-grain tension in its hanger " 3.16d sinkers may be used instead of the specified 10d allowable loads.For additional information,contact Simpson Strong-Tie. H commons with no load reduction.(16d sinkers are not 7.Nails:16d=0.162'dia.x 3'h'long, 1 Od=0.148"dia.x 3"long, acceptable for HDG applications.) 1 Od x 1 Ya"=0.148"dia.x 1'h"long.See pp.26-27 for other nail sizes 4.Min.nailing quantity and load values-fill all round holes; and Information. Max.nailing quantity and load values-fill all round and 'Hangers do not have an Installed Cost Index. triangle holes. {� Codes:See p.14 for Code Reference Key Chart