HomeMy WebLinkAboutProject Information Job:(17HS009)/D5 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.
Top chord 2x4 SP#1 Dense 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT 11,EXP&
Bot chord 2x4 SP#2 N:B3 2x4 SP#1 Dense: wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 7
Webs 2x4 SP 93
Wind loads and reactions based on MW FRS with additional C&C member design.
Lumber value set"'I 3B"uses design values approved 1/30/2013 by ALSC
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Calculated horizontal deflection is 0.12"due to live Toad and 0.1$"due to dead load.
(J)Hanger Support Required,by others
(a)Continuous lateral restraint equally spaded on member.Or 1x4#3SR6 SPF-S or better"T'reinforcement.804!0 length of
Bottom chord checked for 10.00 psf non-concurrent live load. web member.Attached with 8d Box or Gun(0.113"x25',min.)nails @ 6"oc.
MWFRS loads based on trusses located at least 7.50 ft.from roof edge. Deflection meets L/360 live and L1240 total load.Creep increase factor for dead load is 1.50.
Provide hanger or special connection at right end of truss for 847 lbs.
16'8" –I
T2
W8
12 ,8X10
6 P a
o (a)
m Ti W7
' W6
-4X1
,3X6 I4X5 83 1106(R)
- N
3X4(B1 Wi_ =3X6
-s -
B2
1-1 1,4".111- 164" I
�19-3/ 1'8-11k>9jP6i/1G" 11'10" —"II
R=1051# U=90# RL=275/-_611# W=8" R=847# U=228#
(Rigid Surface) H=H1
DESC.= D5 SEQ= 961686
PLT.TYP:WAVE ++y�DESIGN CRIIIT-FBC2014RES/rPI-2007FT/RT-20%rowy0(0) QTY=4 TOTAL=4 REV. 16.01.01D.0710.12 SCALE=0.2500
RU56h�Kk: UIRE EXTREME CARE IN FABRICATING.REFERNICSHIPPING,INSTALLING 7ND-9RWMG-
O§CSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.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 TC DL 15.Opsf DATE 01-27"2017
INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
PROPERLY ATTACHED RIGID CEILING, BC DL 10.0psf DRWG
''IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS,
INCCONFORMANCSHALL OT BEE WITH TPI OR FABRICATING.HANDLING,SHIPPING,INSTALLINESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;G BRACING NG OFILURE TO BTRUSSES.DESIGN BC LL LD THE TRUSS IN •DpSf CM
Rc.+�
?F'•.,"*-..y. J ,,;.,.M:..,,; wCONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR
'.e.�.+".. iLV:Z:� PLATES ARE MADE OF 20M 8/16GA(W,WSSIK)ASTM A653 GRADE 4(160 fW,KtH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.0psf OIA LEN. 160800
`.f'kiS.c VIVA):1:$L-53S4 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY 1•Z� JOB#;17HS009
"RAX%. 4,0b-u9= INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC,
3.1.53 N.V4 1£;#Y17sn.33:fa4t:'..E DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN,THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24,0" TYPE MONO
BUILDING DESIGNER PER ANSifrPt 1 SEC.2.
Job:(17HS009)I D6 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Set:136(Effective 6/112013) All plates are 2X4 except as noted.
Top chord 2x4 SP#2 N:T1 2x4 SP#1 Dense: 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 B.
Bot chord 2x4 SP#2 N 53 2x4 SP#1 Dense: wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCp)(+/-)=0.18
Webs 2x4 SP#3
Wind Toads and reactions based on MWFRS with additional C&C member design.
Lumber value set"13B"uses design values approved 1/30/2013 by ALSC c �a
Right end vertical not exposed to wind pressure. f
Left cantilever is exposed to wind
Calculated horizontal deflection is 0.12"due to live toad and 0.19"due to dead load. r
(J)Hanger Support Required,by others
Bottom chord checked for 10.00 psf non-concurrent live load.
Deflection meets U360 live and 1.1240 total load.Creep increase factor for dead load is 1.50.
MWFRS loads based on trusses located at(east 7.50 ft.from roof edge.
Provide hanger or special connection at right end of truss for 847 lbs.
_1,4"
15'4"' _I
T3
1113X4(R)
1114X5 R
T2
W7
12 07X6
6 (7
Nm T1 W6
04X12
03X5 14X5
63 =3X$1i3X6
iV
=3X4(81 111/1- =3X6
6'
y B2
1'4" 15'4"
X1'9-3/-4' 11'8-11W1 1j$_ 11'10" —moi
16'8" `
R=1051# U=102# RL=2531-56# W=8" R=847# U=217#
(Rigid Surface) H=H1
DESC.= D6SEQ= 961689
PLT.TYP:WAVE 'DFSIG�N}`CRrrr=F8C20I4RESRPb2007FTIRT-2WA(O%yNO) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.2500
TRUSSES REQUIRE EXTREME CARE IN FABRICATING.HANDLING.SHIPPING.INSTALLING AND BRACING.
r. REFER Tp$CSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL .�{}.O�Sf REQ
218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
Y�K•'`:` i �HLN FOR
'+t,',a,.,.:�'�S 'N;}� {;,q INDICATED,MADISON.
ICHORD SHALL HSAFETY PROPEIRLY ATTACH D S 7RUCTUIRAL PANELSUAND BOTTOM CHORD SNALL�HAVE A TC DL 15'Qps DATE 01-27-2017
7 y7�, PROPERLY ATTACHED RIGID CEILING. BC DL 10.OpSf DRWG
"IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS,
q�.�T�'y y +I,w INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN Q,Q $f GM
;..,vs;,f¢ ,2'.u.S �R CONFORMANCE WITH TAI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRAC NG OF TRUSSES.DESIGN BC LL P
-,,.,,,�M! ";,...r-"-..,„,�� t ,.•�X CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR
PLATES ARE MADE OF 20/18116GA(W,WSSIK)ASTM A653 GRADE 40160(W,WH,SS)GALV.STEEL,APPLY PLATES TO TOT.LD. 55.Opsf O!A LEN. 160BaD
tfi"I'X.a Vlwl 911-3324 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DURYAC. 1.25 JOB#:17HS009
522.t3 r,.{,zp�?I jj+� n DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
�2,}$:1�Sx'`<.iuolyra�=:.may�f'.:f3ficde4 DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE COMN
BUILDING DESIGNER PER ANSUTPI 1 SEC.2.
Job:(17HS009)/D7 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.
Top chord 2x4 SP#2 N 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 fl from roof edge,RISK CAT II,EXP B,
Bol chord 2x4 SP#2 N:133 2x4 SP#1 Dense: 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 MW FRS with additional C&C member design.
Lumber value set"13B"uses design values approved 1/30/2013 by ALSC
Left cantilever Is exposed to wind
Right end vertical not exposed to wind pressure. S
,
Bottom chord checked for 10.00 psf non-concurrent live load.
Calculated horizontal deflection is 0.12"due to live load and 0.18"due to dead load.
�h!
MWFRS loads based on trusses located at least 7.50 ft.from roof edge. Deflection meets U360 live and U240 total load.Creep Increase factor for dead load is 1.50.
f 13'4" 37
\114X5 R T2 =3X4
W7 W
\\\5X6(R
T1
12 N
6 to
iv
W7
W6
-4X12
IT
iffl
1113X5 B3 =3X8
1113 6
83X5 1114X5
W2
3X4(B1 W1 _ 62 W2 =3X6 iv
I T F=1 LJ
Ul
1,4„ I_ 157
B1
�—1'9-3/4" -1'8-1/4„1-1 t162-3116"i
11'8"
f 16'6”
R=1042# U=116# RL=220/-49# W=8" R=837# U=202# W=6"
(Rigid Surface)
(Rigid Surface)
DESC.= D7 SEQ= 961694
PLT.TYP:WAVE ryDyESSIGNN�CRIT-FBC2014RESRPI-2007FTIRT"20%(O%y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.3750
fix,•^'<:;.,y REFER 7SHIPPING,INSTALLING ANU UKAUNU.
0 SCSI (BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF
11 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
• 7'' /,�' 1- LN,MADISON,WI 53719 FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS.UNLESS OTHERWISE TC DL 15.Opsf
) DATE 01-27-2017
-;5.;::.••_-••rtx•,�••_ ;t:>,,_„x.,,� .?:kn INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
;t,yr �Sltit+ PROPERLY ATTACHED RIGID CEILING.
'IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRWG
q '*• INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN
ir .-t_• .._=.��.'.�,X.J.�rivt5tS7V CONFORMANCE WITH TPI:OR FABRICATING,HANDLING,SHIPPING,INSTALLING 8 BRACING OF TRUSSES. DESIGN BC LL 0.0psf CM
'�..�v ! •;�+✓•"€'�*..;,,;�F'� -%" CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)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
X" 119NA)!?7 33.4i•t EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY TOT•LD. 55.Opsf O/A LEN. 160600
-Sul; :,)Inn-SA a 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#:17HS009
5172.4.W,:15 h r2gg,� DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
110. .ZPL1,NL3.3hj'/`JE4 R '3 BUILIDIN SHOWN.THE SUITABILITYER S AND USC.2E OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THEDESIGSPACING 24.0" ITYPE HIP M
Job:(17HS009)/DB 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.
Top chord 2x4 SP SS:T2 2x4 SP#2 N: 170 mph wind,15.00 ft mean hgt.ASCE 7-10,CLOSED bldg,not located within 4.50 ft from roof edge,RISK CAT 11,EXP B,
Bot chord 2x4 SP SS:B2 2x4 SP#2 IN: wind TC DL=5,0 psf.wind BC DL=5.0 psf.GCpi(+/-)=O.18
3 11;
3 2x4 SP#1 Dense: ri
Webs 2x4 SP#3 Wind loads and reactions based on MWFRS with additional C&C member design.
Lumber value set"It 313"uses design values approved 1/3012013 by ALSO Right end vertical not exposed to wind pressure, b
Calculated horizontal deflection Is 0.13"due to live load and 0.19"due to dead load. Left cantilever is exposed to wind
Bottom chord checked for 10.00 psf non-concurrent live load. (a)Continuous lateral restraint equally spaced on member.Or 1x4#3SRB SPF-S or better"T"reinforcement.80%length of
web member.Attached with 8d Box or Gun(0.1 13"x2.5",min.)nails @ 6"ac.
Deflection meets U360 live and L/240 total load.Creep Increase factor for dead load is 1.50.
11'4* 52"
7 X 6 =-3X4
W w
12 T1 a
6 (%
W VZ6 W6
Zo
go4l=
I113X5 (133)
,3X6 1114X5 II13X6
iV
E==l 1 W2
—=3X4(BI W1UW2 =4X5T. U U
1-4" 1571
81
-1 31IM-3116-, 11.81,
1'9-3/4" 1'8-1/4"1 m 11 a —I-
16'6"
R=1042# U=131# RL=187/-42#W=8" R--837# U=189# W=6"
(Rigid Surface) (Rigid Surface)
DESC.= D8SEQ= 961697
PLT,TYP.-WAVE DESiGN CRfr=FSC20I4RESn`PI-200?FT/RT-20%(O%Y 0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.3750
TRUSSES REQUIRE EXTREME CARE IN I-ABRICAUNU,HANDLING,SHIPPING,INSTALLINGAND BRACING,
Sl(BU(LDING TC LL 30.Opsf REF
COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE,
218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
LN MADISON,W153719)FOR SAFETY PRACTICES PRIOR To PERFORMING THEE 01-27-2017
E FUNCTIONS.UNLESS OTHERWISE TC DL 15.Opsf DATE
INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
PROPERLY ATTACHED RIGID CEILING, BC DL I O.Opsf DRWG
*IIMPORTANrl FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS,I O.Opsf CM
BC LL
INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS N
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 201181160A(W,WSSIK)ASTM A653 GRADE 40160(W,KJH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 160600
EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS 1.25 JOB#: 17HS009
PAVK.'M;�)=4990 DURYAC.
512G'.4.VZ 26th—12=Af= DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0 ITYPE HIPM
BUILDING DESIGNER,PER ANSI/TPI 1 SEC.2.
Job:(17HS009)/D9 THIS DING.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Set:13B(Effective 6/1/2013) All plates are 3X5 except as noted.
Top chord 2x4 SP#1 Dense 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 4.50 ft from roof edge,RISK CAT 11,EXP B.
Bot chord 2x4 SP#2 N:B3 2x4 SP#i Dense: wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18
Webs 2x4 SP 93 Wind loads and reactions based on MWFRS with additional C&C member design.
Lumber value set"1313"uses design values approved 1130/2013 by ALSO Right end vertical not exposed to wind pressure.
Left cantilever is exposed to Wind Bottom chord checked for 10.00 psf non-concurrent live load.
Deflection meets U360 live and L/240 total load.Creep Increase factor for dead load is 1.50.
94" 7-2-
07X6
12 T1 W6 W6
6
,-4Xi2
1113X6 -7
W2
C11
=3X4(B1) 1112X4 W2 =_3X6
W1 @
T f-I
i ul
1112X4 1112X4
1-4 157
1-9-3/4' 1,8_1/4" I- 311612-3/16"
166,
R--1042# U=144# RL=154/-34#W=8" R=8374 U=179#W=6"
(Rigid Surface) (Rigid Surface)
DESC.= D9SEQ= 961703
PLT.TYP.-WAVE_ DESIGN CRrT.F6C20j4RES/TPI.200?FT1RT-?Z%(0%YDI0) QTY=1 TOTAL=1 AN REV. 16.01.01D.0710.12 SCALE=0.5000
;MR TRUSSE5 RF(JUIR5 EXTREME CARtz IN FABRICATING.HANDLING.SHIPPING.INSTALLING DBRACING.
MIKS1(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF
218 NORTH LEE STR,,SUITE 312,ALEXANDRIA,VA.22314)ANDWTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE DATE
0 PERFORMING THESE
LN MADISON,W163719)FOR SAFETY PRACTICES PRIOR E FUNCTIONS.UNLESS OTHERWISE TC DL 15.Opsf 01-27-2017
BOTTOM CHORD SHALL HAVE A
IN61CATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BO
PROPERLY ATTACHED RIGID CEILING. BC DL I O.Opsf DRWG
IMpORTANr* FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS,
Y
INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;AN FAILURE TO BLD THE T USSIN
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 20/18/16GA(W,FUSS/K)ASTM A653 GRADE 40160(W,KJH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf I O/A LEN. 160600
1'103-190)1,17"M. EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
'Vk' ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. •25 JOB#:17HS009
X INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER
Si2a 2q.W.156 T71MAr_`Sr DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
11_31RI-RAUITO MIAMI.RL 53COA DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" ITYPE HIPM
BUILDING DESIGNER,PER ANSIrrPI 1 SEC.2.
Job:(17HS009)/EJ3A THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Sot:13B(Effective 6/1/2013) 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT ll,EXP B,wind TC
DL=5.0 psf,wind BC DL=6.0 psf.GCpi(+/-)=0.18
Top chord 2x4 SP#2 N
Bot chord 2x4 SP#2 N Wind toads and reactions based on MWFRS with additional G&G member design.
Webs 2x6 SP SS:W2 2x4 SP#3:
:Lt Level Return 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 0360 live and L/240 total load.Creep increase factor for dead load is 1.50.
4
Left end vertical exposed to wind pressure.Deflection meets U360.
}�---2'5-3/4"--
R=114# U=43# NAILED
12
6
T1
3X6
03X4
=3X4
s M7 W2 N
in
ob
W1
m
N
1112X4 B1 \02X4
�—1'4-3/4" r= 211-1/4"
R=321# U=41# RL=145/-121# W=7-1/4"
(Rigid Surface) R=54# Rw=112# U=111# NAILED
DESC.= EJ3ASEQ= 960819
PLT.TYP:WAVE DESIGN CRIT-f=D aRESMIJ-2007Fr1RT-20%(0%Y00) QTY=3 TOTAL=3 REV. 16.01.01D.0710.12 SCALE=0.5000
•' Rf�)N�3•• INSTALLING TC LL 30.Opsf REF
R O CSt(BUILDING COMPONENT SAFETY RE IN INFORMATION),I ING,SHED IN ,SHIPPING,(TRUSS PLATE INSTITUTE,218 NORTH LEE p
S53 ALEXANDRIA,
I AND WTCAMOD TRUSS COUNCIL OAMERICA, ENTERPRISE -27-2017
LNMADISON,W19)FOR SAFETYPRACTICES PRIOR TO PERFORMING THESE FUNCTIONS.UNLESSO OTHERWISE
TC DL 15.Opsf DATE 01
INDICATED,
TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
PROPERLY ATTACHED RIGID CEILING. BC DL 1O.OpSf DRWG
r i . rm.:11-L ••IMPORTANT'• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS,
�p'ry, y gm r�y,�r 57{y INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN BC LL O.Opsf CM
CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES.DESIGN
PLATES ARE ITH NIAD OF PO/18%6GA(VJ,HISSM)ASTM LE PROVISIONS OF NOSA653 GRADE ONATIONAL S 0(W,WH,IGN SSGALVASTEELTPI.ALPINE APPLY PLATES TOCTOR TOT.Lp. 55.Opsf O/A LEN. 21104
L1iii'�zEACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
1:lt;h$s#qty 9Jt1 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#:17HS009
" $IY.{i:f.T7d,2•a?:}T?;Eik?r`t'il:;?� DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
a' $�Lc�xhY`TL'Y?��•rd.£:Eir� DESIIBUILGN SHOWN.THE SUITABILITY
ANS NPI I SEC.
THIS COMPONENT FOR ANY BUILDING IS HE RESPONSIBILITY OF THE SPACING 24.0" TYPE EJACK
Job:(17HS009)/D10 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Set:13B(Effective 6/1/2013) 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT II,EXP B,wind TC
Top chord 2x4 SP#2 N DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18
Bot chord 2x4 SP#2 N Wind loads and reactions based on MWFRS with additional C&C member design.
Webs 2x4 SP#3
:Rt Bearing Leg 2x8 SP SS: Right end vertical not exposed to wind pressure.
r
Lumber value set"138"uses design values approved 1/30/2013 by ALSC Left cantilever is exposed to wind
Deflection meets U360 live and U240 total load.Creep Increase factor for dead load is 1.50. Bottom chord checked for 10.00 psf non-concurrent live load.
7,4" 9,2„
1%4X5 R =3X4 T2 113X4(R)
M1 _
I
12 T1 t�V
6 F,;- W3 W W
iv =3X6
"v
3X4
W4
W2 v
=3X4(B1) W1
6'
1112X4 B1 =3X8 1113X5(R)
1'4" 15'2"
15'10-3/4" 7:1/4"
f 16'6"
R=1019# U=150# RL=121/-27# W=8" R=848# U=176# W=6"
(Rigid Surface) (Rigid Surface)
DESC.= D10 SEQ= 961709
PLT.TYP:WAVE ryryDyyEppSIGNN��CRIT-FSC2014REWD'(2007FTW-20%(0%v0(0)CARE[N FABRICATINGQTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.5000
REFEFIR$CSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS,PLATE INSTITUTE, TC LL 30.Opsf REF
1°�•'ta'""• 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE p
i 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 01-27-2017
PROPERLY ATTACHED RIGID CEILING. BC DL 10.Opsf•IMPORTANT' .
FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, P DRW G
. INCd , 7GCbJp� IN
CONFORMANCE WITH TPP OR FABRICATING,HANDLING,SHIPP NG,INSTALLING d BRACING OF TRSHALL NOT BE RESONSIBLE FOR ANY DEVIATION FRM THIS DESIGN;ANY FAILURE TOIUSSES.THELD TRUSS DESIGN BC LL 0.0psf CM
CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR
PLATES ARE MADE OF 20/18116GA(W,WSS/K)ASTM A653 GRADE 40160(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 160600
'i` xx(51-m) EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
TALKS mit)V7&4."a INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THISDURFAC1.25 JOB#:17HS009
,jam+"q-p?.1"A ,T,rct]g�� DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT . .
h+ c,LFgj �ygsny�-�� 3� DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" SPEC
BUILDING DESIGNER PER ANSI/TPI 1 SEC.2. TYPE
Job:(17HS009)/D11 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.
Top chord 2x4 SP#2 N 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT il,EXP B,wind TC
Bot chord 2x4 SP#2 N DL=5.0 psf,wind BC DI-65.0 psf.GCpi(+/-)=0.18
Webs 2x4 SP#3
Lumber value set"13B"uses design values approved 1/30/2013 by ALSC
Wind loads and reactions based on MW FRS with additional C&C member design.
j,
Left cantilever is exposed to wind Right end vertical not exposed to wind pressure. /
Deflection meets L/360 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.
rL' 5'4-1/2" -i 107-3/16"
%4X5 R T2
12
6 T1
W2 W2 W2 W2
v
50
W2 W2 W N
W1
bi
i
1'3-11/16"
14'8"
B1
15'11-11/16"
R=120plf U=100plf RL=5plf W=14'8"
(Rigid Surface)
DESC.= D11 SEQ= 961721
PLT.TYP:WAVE DESIGN CRIT•FBC2014RESlrPI.2007FT/RT=20%(0%yCIO) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.5000
N
•' R "
yyq N� QF EXTREME CARE IN SHIPPING,INSTALLING AND BRACING.
t4 REFER 70 BC
SI(BUILDING COTRUSS _R�MPONENT SAFETY INFORMATION),PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, TC LL 30.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 01-27-2017
PROPERLY ATTACHED RIGID CEILING. BC DL 100 Sf
—dr "IMPORTANT' .
FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, P DRW G
sf f �' t•, 57�yu�;— „i INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN
.5r.r.�.. •K•.i..Y`XaJ' 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,H/SS/K)ASTM A653 GRADE 40/60(W,WH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 16
EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 16DA-Z.ANY
'RA' I:^154)974-4990 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#:17HS009
a1YG Zf.W.166 TMFAJ= DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
iR?8c A `1t)Erb's R r £ 33AY42 DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0 GAE L
BUILDING DESIGNER PER ANSIITPI 1 SEC.2. TYPE
0
Job:(17HS009)/D12 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 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT II,EXP B,
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:W1,W11 2x6 SP SS:
f
:Rt Level Return 2x4 SP#3: Right end vertical exposed to wind pressure.Deflection meets L/360.
Lumber value set"l 3B"uses design values.approved 1/30/2013 by ALSC Right cantilever is exposed to wind f
Deflection meets U360 live and 1-/240 total load.Creep increase factor for dead load is 1.50. Bottom chord checked for 10.00 psf non-concurrent live load.
MWFRS loads based on trusses located at least 7.50 ft.from roof edge.
{ 82-3/4" 7'2-3/4" �I
=4X5
12
6 �:;- T1 W �
6 �3X4
,3X4 T1
C W
n 3X6
,3X6 W4 W5
W2 =6X W =2X4(R)
=5X 82 =3X8 =3X4
o W1 W9 W11AIN
04
1
B1 1112X4 1112X4 63
113X6(R) 1113 6 R)
I 162-1/4" 3 1/A"
3! " 2'11-1/4" I 1 1'4-3/4"_I
�--- —P{+-1' { 6'10" 1' a� 3'8-1/4" � �
{ 15'5-1/2"
R=9109 U=161# RL=192/-161# W=7-1/4" R=1008# U=179# W=4"
RI id Surface) (Rigid Surface)
DESC._ �2 SEQ= 961751
PLT.TYP:WAVE yDyESSIIGNN�CRIWEIC2014RESRPI.2007 FT/RT"20%(0%Y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.3750
RUSSFS REQUIRE EXTREME CARE IN,REFER TO SCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 3O.OpSf REF
;.;r�t-•�'"" 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
I.N.MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE TC DL 15.Opsf DATE 01-27-2017
.,�,:z:,,:•.,.,,5�'�..yr.;!y�.•:is„u„c.�,z,.,,,,,.,a INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A p
PROPERLY ATTACHED RIGID CEILING.
IMPORTANT'- FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRW G
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
ee "”' •�++n PLATES ARE MADE OF 20118116GA(W,HISSIK)ASTM A653 GRADE 40/60(W,IVH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD, 55.Opsf O/A LEN. 150508
TMA M4)`7-,1-5:11 X EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY -
lt-*A x;W5:4)1778-:S4 0 INSPECTION OF PLATES FOLLOWED BY(0 SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DU R.FAC. 1.25 JOB#:17HS009
^ygjr�+. .V1 is&1.r2z .=PADRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
"Z}k3PVL5j3 �1 g� r,A DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0” TYPE COMN
BUILDING DESIGNER PER ANSIITPI 1 SEC.2.
Job:(17HS009)!D13 THIS DWG,PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Set:138(Effective 611/2013) 170 mph wind,15.00 It mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT II,EXP B,
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 Wind loads and reactions based on MWFRS with additional CBC member design. }
Webs 2x4 SP#3:W1,W11 2x6 SP SS:
:Rt Level Return 2x4 SP#3: Right end vertical exposed to wind pressure.Deflection meets 1-1360. F '
Lumber value set"13B"uses design values approved 1/30/2013 by ALSC Right cantilever is exposed to wind
tlf
t
Deflection meets U360 live and L1240 total load.Creep Increase factor for dead load is 1.50. Bottom chord checked for 10.00 psf nen-concurrent live load.
MW FRS loads based on trusses located at least 7.50 ft,from roof edge.
8'0-314" `14„ 7'0-314" _I
=4X5
12
6 T1 W6 '3X4
03X4 W T1
`v
o '-'`'3X6
0 W5 3X6 W2 W4 .6X W
=2X4(R)
)R =5X B2 =3X8 =3X4 v
I? W9 W11 (V
CJ W1 a tV
ri
61
1112X4 1112X4 B3
113X6(R} I113 6 R)
"
15'2-1/4" 31 1/1 4
".
�3l1 —711-1/4"— 1' 6'10" --9 jP 1 "^ --'—3'8-1/4" ��1'4-314--oqJ
165-1/2"
R=910# U=160# RL=191/-159# W=7-1/4" R=1008# U=178# W=4"
((RI id Surface) (Rigid Surface) SEQ= 961761
DE- = D1�3 REV. 16.01.01D,0710.12 SCALE=0.3750
PLT.TYP:WAVE yDyESSIGNN�CRIIT"FBC2014RESITPI-2007FTIRT-20%(0%y0(0) QTY=1 TOTAL=1
.p, REFER O SCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TP}(TRUSS PLATE INSTITUTE, TC LL 30Apsf REF
SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
LN N61CATED,DISONTOPICHORD SHALL HAVE PROPERFOR SAFETY LY A7TACHEDPERFORMING
STRUCTURAL PANELSFUNCTIONS.
AND BOTTOM CHORD SMALL HAVE A ISE TC DL 1 5'Q37Sf DATE 01-27-2017
PROPERLY ATTACHED RIGID CEILING, BC DL 10.OpSf DRWG
**IMPORTANT'" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS,
*� ;'1tcr :S INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN BC LL 0•l�(7Sf CM
's,, d'v�as. _ , CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING 8 BRACING OF TRUSSES.DESIGN
%11 CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR150508
CJ CJ Q Sf
cX ,�.. PLATES ARE MADE OF 20118116GA(W,H/SS/K)ASTM A653 GRADE 40160(W,K(H,SS)GALV,STEEL.APPLY PLATES TO 70T.LD. p O!A LEN.
iYIf A Mn 97-0$383 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z,ANY
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#:17HS009
" Sl?X>;4"Tfi'. S,f3.1'T3Yc fi3�`.1'"s" DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGNS OWN.THE UTAABIRPIISEUSZOFTHISCOMPONENTFORANYBUILDING)STHERESPONSIB)L)TYOFTHE SPACING 24.0° TYPE COMM
Job:(17HS009)/D14 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 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 4.50 ft from roof edge,RISK CAT 11,EXP B,
Top chord 2x4 SP#2 N:T2 2x6 SP SS: 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:W1,W12 2x6 SP SS:
:Rt Level Return 2x4 SP#3: Right end vertical exposed to wind pressure.Deflection meets L/360. e
Lumber value set"13B"uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non-concurrent live load.
MWFRS loads based on trusses located at least 7.50 ft.from roof edge. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 1.50.
} 7'8-9116" 4T T T 6'8-9/16"
T2
,5X6 =5X6
12
6 F,- T1 W6 3X4
po3X4T1
W
0zz
W6
90 3X6
5o3X6 Wffl4 W5
TW2 W =2X4(R)
6X
=5X 62 —3X4 =3X4 NS =3X4
o_ W1 W10 W12 V
LW
1
B1 1112X4 1112X4 83
113X6(R) 1113 6(R
f 15'5-1/2"
211-1/4" 6'10" 3'8-1/4" 1'4-314"
R=910# U=146# RL=185/-153# W=7-1/4" R=1008# U=164# W=7-1/4"
(Rigid Surface) (Rigid Surface)
DESC.= D14 SEQ= 961756
PLT.TYP:WAVE DESIGN CRIT-FBC2014REMPI-2007FT/RT"20%(0%)/0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.3750
yyyyppRN�.J��NQ
..
SHIPPING,INSTALLING AND BRACING.
REFERI70 SCSI BUILDING L ING COMPONENT SAFETY INFORMATION).ATION PUBIRE EXTREME CARE IN LISHED BY TPI(TRUSS f''•>a,,, )� (T S PLATE INSTITUTE, TC LL 30.Opsf REF
218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
'�'T '1 Ir ••''-�,;� LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS.UNLESS OTHERWISE TC DL 15.Opsf DATE 01-27-2017
INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
PROPERLY ATTACHED RIGID CEILING. BC DL 100 Sf
"IMPORTANT" .
FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, P DRW G
yY; +y �wy�p INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN
�` "51 3. h ++ >•�+•"•=+i CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING 8 BRACING OF TRUSSES. DESIGN BC LL 0.0psf CM
r•�=�»,r,�f-y, •°`F•'^+•",,,�r R -"y CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR
i + --+• PLATES ARE MADE OF 20118116GA(W,HISSIK)ASTM A653 GRADE 40/60(W,KIH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.0psf O/A LEN. 150506
TIFTA°iS�3)r:+.NLaU4 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
n STA0 .12 x95::)I_Xa49 1 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#:17HS009
.112S.14.V,1.1.66 T;.MV DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIIGNS OWN.THE SUI
ANSILITY I PIAN EUS2 OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE COMN
Job:(17HS009)/D15 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 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT ll,EXP B,
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 MW FRS with additional C&C member design.
Webs 2x4 SP#3:W1 2x6 SP SS:
(J)Hanger Support Required,by others
Lumber value set"138"uses design values approved 1/30/2013 by ALSC „a
Bottom chord checked for 10.00 psf non-concurrent live load. c
Deflection meets U360 live and L/240 total load.Creep increase factor for dead load is 1.50.
MWFRS(cads based on trusses located at least 7.50 ft.from roof edge.
Provide hanger or special connection at right end of truss for 923 lbs.
j� 6'0-3/4" 4'4" 510-1/2"
1114X5 R T2 1114X5(R)
3X4
12
6 T1 W6
3X4 W T3
W6
0
d ,3X6 W4 W5 3X4
W2 _5 W9 T
5X8
W10
cO =3X4 B2 =3X4 ,;
C?o W1 W
Li
_v
1112X4 B3 1113X6(R)
1113X6(R) B1 1112X4 �
16'3-1/4"
q 3/4"
I� ;:12'11-1/4"-- —1' 6'10" 1 T 4,6„
R=961# U=170# RL=92/-94# W=7-1/4° # U=163#
(Rigid Surface) H=R=92323
DESC.= D15 SEQ= 961764
PLT.TYP:WAVE yDyESSIGNHANDLING,SHIPPING,INSTALLING ANDBRACING.
�CRIT-FBC2014RESfrF4.2007FT/RT-20%(O%v0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.5000
REFER TO SCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBTRUSSES REQUIRE EX I REME CARE IN LISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF
218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
yyv;� 't•./ `' ;�y7 LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE TC DL 15.Opsf DATE 01-27-2017
,f�r.41..•::•.,-._.._.,_..i;,,.,-,;, ;,,,.,,:;,i+,i,,q INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
PROPERLY ATTACHED RIGID CEILING.
::YYCC "IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRWG
yy.. ry+y���1. •� T INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN
d ' +� = CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES. DESIGN BC LL O.Opsf CM
"`=•°.,,,,T ^{``'+•:..;µ "•`:;�% CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR
'^^'^^'�- •^^�- 'r•� PLATES ARE MADE OF 20118/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT,LD• 55.Opsf O/A LEN. 160304
•IlfS a VIVPI51'a"-3w3 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
9AXI VZO In -090 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#:17HS009
317.3 X.W' 66 iP�3 F DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
a. g,•(gt7�y :,� .� ;,;yam DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE COMN
BUILDING DESIGNER PER ANSI/TPI 1 SEC.2.
Job:(17HS009)/D16 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Set:13B(Effective 6/1/2013) Special loads
--(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25)
Top chord 2x4 SP#2 N TC-From 94 plf at-1.40 to 94 pif at 3.18
Bot chord 2x4 SP SS TC-From 46 plf at 3.18 to 46 plf at 5.93
Webs 2x4 SP#3:W1 2x6 SP SS: TC-From 46 plf at 5.93 to 46 plf at 8.53 3a°
:Lt Level Return 2x4 SP#3::Rt Level Return 2x4 SP#3: TC-From 46 pif at 8.53 to 46 pif at 11.28 s fes'
TC-From 94 pif at 11.28 to 94 plf at 15.85
Lumber value set"13B"uses design values approved 1/30/2013 by ALSC BC-From 20 pif at 0.00 to 20 plf at 3.08
BC-From 10 pif at 3.08 to 10 plf at 11.38
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 B, BC-From 20 plf al 11.38 to 20 pif at 14.46
wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 TC-133.47 Ib Conc.Load at 3.08,11.38.
TC-152.54 Ib Conc.Load at 3.70,10.76
Wind loads and reactions based on MWFRS. TC-180.19 ib Conc.Load at 5.92,8.54
TC-191.67 Ib Cone.Load at 6.50,7.96
End verticals exposed to wind pressure.Deflection meets U360. BC-65.89 Ib Conc.Load at 3.08,11.38
BC_73.54 Ib Conc.Load at 3.70,10.76
Bottom chord checked for 10.00 psf non-concurrent live load. BC_108.50 Ib Conc.Load at 5.92,8.54
Deflection meets U360 live and U240 total load.Creep increase factor for dead load is 1.50. BC_102.74 Ib Conc.Load at 6.50,7.96
32-1/8" 2'9-1/16" -27-1/8"- -2'9-1/16" 32-1/8"-s{
12
3.83 C::---
U
T2 %4X5(R) T3 ///4X5(R)
T2
12 5X6 5X6
6
T1 JW4
T1
o 4X6 W 3 '4X6
io T
`7 Iq
r 3X4 W4 3X4
W
M1 3X4 W3W2 =3X4
'.�T T f1V W1 W1
Li LW I1
=3X6 1112X4 1112X4 =3X6
13X6 81 1113X
f 14'5-1/2"
1 - �
R=1720# U=4509 W=7-1/4" R=1720# U=450# W=7-1/4"
(Rigid Surface) (Rigid Surface)
DESC.= D16 SEQ= 961854
PLT.TYP:WAVE �yDyEpSIIGNN�CRIT-FBC2014RESITPI-2007FTIRT=20%(0%y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.3750
s an•• REFER 7SHIPPING,INSTALLING A D BRACING.
0$CSI(TRU58FS REQUIRE EXTRFMF CARE IN FABRICATING.BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 3O.OPSf REF
""" P.''.o., 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
n�;,;Y� ,•:`IjY/ '"�y LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS.UNLESS OTHERWISE TC DL 15.Opsf DATE 01-27-2017
INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
qp,,i•���.� PROPERLY ATTACHED RIGID CEILING. BC DL 1 0.0 Sf
aS•`..dSYttt,y.i' IMPORTANT' FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, p DRW G
7k INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN
�Q•G;•�'� '0'�•�-• _ CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING 8 BRACING OF TRUSSES.DESIGN BC LL 0.0psf CM
�''�� �. ,;�" '+."a•".,...N ,"j1, CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR
PLATES ARE MADE OF 20/18116GA(W,HISS/K)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 140508
''MIA(954):17?'r3'.?f.4 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
x"AXI;1056.)t7W.990 INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DU R.FAC. 1.25 JOB#:17HS009
-712G_nT-W;3*lh Tr, MA.!=c DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
1%L1&rLsr�NZ) � '" DESIGN
NSHOWN.
THE
SUITANSUTYANDUSE OFTHIS COMPONENT FOR ANY BUILDING ISTHE RESPONSIBILITY OFTHE SPACING 24.0" N)7E COMN
Job:(17HS009)/D17 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value.Set:13B(Effective 6/1/2013) All plates are 3X4 except as noted.
Top chord 2x4 SP#2 N:T2 2x4 SP#1 Dense: 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 B,
Bot chord 2x4 SP#2 N wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18
Webs 2x4 SP#3:W1 2x6 SP SS:
:W5 2x4 SP#1 Dense::W7 2x4 SP#2 N: Wind loads and reactions based on MWFRS with additional C&C member design. N rc x
:Lt Level Return 2x4 SP 93:
by others
Lumber value set"138"uses design values approved 1/30/2013 by ALSC (J)Hanger Support Required, F,r'�•
Left end vertical exposed to wind pressure.Deflection meets U360. Bottom chord checked for 10.00 psf non-concurrent live load.
least 15.00 it.from roof edge.
MWFRS loads based on trusses located as Deflection meets U360 live and L/240 total load.Creep increase factor for dead load is 1.50.
)— 8'0-3/4" Pmvodd hanym VO3 I:eciat%+nnection at right end of truss for 861 lbs.
3'0-3/4" 6'6-1/4" 1-r3/L"
r 5'6-1/2"
T3
,5X6 T2 i2X4
4X5
12 PZ
6 F7,- T1 1112X4 T4
3X6
c? T W3 W
v I
� " W7
o T
W5 W 4
CO M1
W2
N W1 =6X W
N B2 1113X5
1EEEH= Li
1113X6 =3X8 B1 1112X4
L
15'3-1/4"
1'4-3/4" + 12'9-1/4" 1
R=998# U=111# RL=113/-148# W=7-1/4" R=861# U=62#
(Rigid Surface)
H=H1
DESC.= D17 SEQ= 961773
PLT.TYP:WAVE yDyESSIGNN� F
CRIT-FBC2014RESNPI.2007T/RT=20%(0%%0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.5000
REFER7SHIPPING,INSTALLING AND BRACING.
0$CSI(BUILDING COMPONENT SAFETY INFORMATION),PUBUIRE ERM"EML:CARE IN LISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.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 TC DL 15.Opsf DATE 01-27-2017
INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
Sr•,y! �», ,.� PROPERLY ATTACHED RIGID CEILING. BC DLI 0.0 Sf
TB "�'�t>•�v�a_S= 'a 'IMPORTANT' FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, P DRW G
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
f s•'•"•"^^>..,,a 't CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR
�� Ate••'• PLATES ARE MADE OF 20118/16GA(W,WSSM)ASTM A653 GRADE 40!60(W,WH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 150304
EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-7-ANY
rt.`I !.11954) 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#:17HS009
i12G Z4.v&16T.fr 22.F313`Aj_" DRAWING IN ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
I13.e?P,c1xN45 Z3F�_e'`a,pS.33W DESIGN
GN SHOWN.
NERTHE
SUITABILITY
AND
2USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" ITYPE COM N
Job:(17HS009)/D18 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Set:138(Effective 6/1/2013) Special loads
--(Lumber Dur.Fac=1.25/Plate Dur.Fac=1.25)
Top chord 2x4 SP#2 N TC-From 94 pif at-1.40 to 94 pif at 1.06 r
Bot chord 2x4 SP#2 N TC-From 47 pif at 1.06 to 47 pif at 3.13 /7.
Webs 2x4 SP#3:W1 2x6 SP SS::W8 2x4 SP#2 N: TC-From 94 plf at 3.13 to 94 pif at 6.06
:Lt Level Return 2x4 SP#3: TC-From 94 pif at 6.06 to 94 plf at 9.02x,
TC-From 94 plf at 9.02 to 94 plf at 15.27
Lumber value set"13B"uses design values approved 1/30/2013 by ALSC BC-From 10 pif at 0.00 to 10 plf at 3.13 `
Left end vertical exposed to wind pressure.Deflection
From 20 pif at 3.13 to 20 pif at 13.77on meals L/360. BC-From 20 pif at 13.77 to 20 pif at 15.27
TC--8.38 Ib Conc.Load at 1.09
TC--3.22 Ib Conc.Load at 3.13
BC-31.64 Ib Conc.Load at 1.09
BC-13.80 Ib Conc.Load at 3.13
170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT 11,EXP B.wind TC
DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
(J)Hanger Support Required,by others
Page overflow in note placement.(RdNot)
1'0-3/ " 2'11-1/2"
5' E 6'3"12
-�
T4
6 T2 T3 1114X5 2 C4 3X4(R)
T1 1114X5(SRS)(R) W T
1114X5 R
3X423X6 W6 W8
v T T 23X4 W WS 10
I� 21�. 2'4 6 W3
.,I(L 3X5 8.
=3X8 81 =3X8 =bAb 1112X4 B2
1113X5
I n 163-1/4"
1'4-3/4+ 12'9-1/4" _I�1-6yl
R=917# U=346# RL=39# W=7-1/4" R=849# U=180#
(Rigid Surface) H=H1
DESC.= D18 SEQ= 961785
PLT.TYP:WAVE DESIGN CRR-MC2014RESNP1.2007FT/RT"20%(0%y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.1875
yyyyppRNN��Np" INSTALLING AND BRACING.
REFER TO SCSI BUILDING COMPONENT SAFETY INFORMATION PUBLISHED LISHED BY TPI RUBS PLATE INSTITUTE.), (rTRUSSES RE DIRE EXTREME CARE IN FABRICATING,HANDLING, ur . TC LL 30.Opsf REF
��� i)Y'j'�•�_ 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 TC DL 15.Opsf DATE 01-27-2017
INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
yy�,,rgiry PROPERLY ATTACHED RIGID CEILING.
" BC DL 10.0Sf
IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, P DRW G
��m ;� INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN
�".,-tom' CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING 8 BRACING OF TRUSSES. DESIGN BC LL O.Opsf CM
CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR
PLATES ARE MADE OF 20M811603A(W,H/SS/K)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 150304
eXZA VwI 91r?1332-1 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-2.ANY
�1'lw<z X54197&. 911 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#:17HS009
32`243:4.V4.161h TAIIF„� DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN.
OWN.THE SUITABILITY
ANSI PI A 2
NDUSE OFTHIS COMPONENT FOR ANY BUILDING ISTHE RESPONSIBILITY OFTHE
BUILDING SPACING 24.0" ITYPE COMN
Job:(17HS009)/E1 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Set:13B(Effective 6/1/2013) 170 mph wind,18.54 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT 11,EXP B,wind TC
DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18
Top chord 2x4 SP#2 N:T2 2x6 SP SS:
Bot chord 2x4 SP#2 N Wind loads and reactions based on MW FRS. Ji
Webs 2x4 SP#3 �t!
Left and right cantilevers are exposed to wind p -
Lumber value set"13B"uses design values approved 1/30/2013 by ALSC
#t hip supports 4-2-0 jacks W/2 pane!TC and no end vert. _
Left side jacks have 4-2-0 setback with 1.4-0 cant and 0-0-0 overhang.End jacks have 4-2-0 setback With 1-4.0 cant and
0-0.0 overhang.Right side jacks have 4-2-0 setback with 1-4.0 cant and 0-0-0 overhang. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 1.50.
=5X6 T2 =5X6
12
6
T1 T1
W2
1112X4 1112X4
[V
W2
3X4(61) W1 W1 =3X4(81)
T
1112X4 1112X4 81 1112X4 1112X4
r!l1'4" 7' 114"
12'4" —J
R=672# U=1584 W=8" R=396# U=78# W=8"
(Rigid Surface) (Rigid Surface)
R=483# U=121# W=6"
(Rigid Surface)
DESC.= E1SEQ= 960969
PLT.TYP:WAVE DESIGN
�CR{T-FBC2614RESrM-2007FT/RT-20%(0%v0(0) QTY=2 TOTAL=2 REV. 16.01.01D.0710.12 SCALE=0.5000
R�R 7q EC5S(BUILDING COMPONENT SAFETY INFORMATION),PUBTRUSSES HI--QU EXTREME CARh IN LISHED BY FIANDLINOSPI(TRUSS PLATE INSTtTUTE,AND BRACING.
TC LI- 30.Opsf REF
r;>'� W'`5@� 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
ISE
INDICATED.MADISON,
SHALL HAVE PROPEFOR SAFETY ICES PRIOR TO RLY ATTACHED STRUCTURALNG THESE FUNCTIONS,UNLESS PANELSPANELS AND BOTTOM CHORD SHALL A TC DL 15.OPSf DATE 01-2?-2017
PROPERLY ATTACHED RIGID CEILING. BC DL 10.0PSf DRWG
"IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS,
INC
CONFORMANCE SHALL aE W TH TPI:OR FABRICATING,HANT BE RESPONSIBLE FOR ANY DEVIDLING,ATION SHIPP NGFROM THIINSTALLING&BRACING OFDESIGN;ANY FAILURE TOBUILD TRUSSES.THETRUSS DESIGN BC LL O.OPSf GM
{{ Nv..•y CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR 55.Opsf."".. uiCv-,.-n.� PLATES ARE MADE OF 20/18116GA(W,WSSIK)ASTM A653 GRADE 40/60(W,KlH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. P O/A LEN. 12oaoo
'i'fff.r V&S)QTr"nl EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z,ANY 1.25 JOB#:17HS009
:FKr)1�1z 1115.4)h"rLMMID INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DU R.FAC.
&12G -ys xry �rm,);p.,�yµi,; DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN.THE SUTABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE S PACING 24.0" TYPE HIPS
BUILDING DESIGNER PER AN 11
1 SEC.2.
Job:(17HS009)/E2 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Set:13B(Effective 6/1/2013) 170 mph wind,19.04 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 4.50 ft from roof edge,RISK CAT LI,EXP B,
wind TC DL=5A psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18
Top chord 2x4 SP#2 N
Sot chord 2x4 SP#2 N Wind loads and reactions based on MWFRS with additional C&C member design.
Webs 2x4 SP#3 ,
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 toad.
Deflection meets U360 live and L/240 total load.Creep increase factor for dead load is 1.50.
=4X5
T1
12
6 1112X4 102X4
W3
T1
W2
1112X4 1112X4
W2
3X4(B1) W1 W1 =3X4(B1)
6
ri F1
1112X4 1112X4 g1 1112X4 1112X4 1112X4
7, 2,8" 1,4„
12'4` -)
R=622# U=136# RL=92/-92# W=8" R=348# U=63# W=8"
(Rigid Surface) (Rigid Surface)
R=499# U=106# W=6"
(Rigid Surface)
DESC,= E2SEQ= 960986
PLT.TYP:WAVE ry4Dy/ESSIIGNCRIT-FOC2014REWM2007FTlRT"20%(0%)/0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.5000
IRLISSn-REMME EXTREME CARE IN f-ABRICATING.HANDLING,s.. REFERN�O BCSt( INSTALLING AND SPACING.
BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.OpSf REF
218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
NG THESE r
INDICATED.TOPICHORD SHALL 14AVE PROPEFOR SAFETY IRLY ATTACHED STRUCTUCES PRIOR TO RAL PANELS UAND BOTTOM CHORD SHALNCTIONS.UNLESS L�HAVE A ISE TC DL S.OpSf DATE 41-27-2017
PROPERLY ATTACHED RIGID CEILING.
SC DL 10.4psf DRWG
"IMPORTANr* FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS,
;),�1 q Sar •y, ,y INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN BC LL O,OpSf CM
CONFORMANCE WITH TPI,OR FABRICATING,HANDLING,SHIPPING,INSTALLING&SPACING OF TRUSSES.DESIGN
CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR
E-� `"�,alu..""• L.T�"'°"yS'C"'� PLATES ARE MADE OF 20/18116GA(W,HISS(K)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL,APPLY PLATES TO TOT.LD. 55Apsf O!A LEN. 120400
EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
C-354)1 >;-o 'il 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#;17HS009
XF'6,rTsTf3PAr_S DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE COMN
BUILDING DESIGNER PER ANSI/TPI 1 SEC.2.
Job:(17HS009)!G7 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 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 4.50 ft from roof edge,RISK CAT II,EXP B,
wind TC DL=6.0 psf,wind BC DL--5.0 psf.GCp71(+/-)=018
Top chord 2x4 SP#2 N
Bot chord 2x4 SP SS Wind toads and reactions basad on MWFRS with additional C&C member design. r it
Webs 2x4 SP#3 �gggg
End verticals not exposed to wind pressure.
Lumber value set"13B"uses design values approved 1/30/2013 by ALSO
(J)Hanger Support Required,by others
Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. (J)Hanger Support Required,by others
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.
Provide hanger or special connection at left end of truss for 543 lbs. Provide hanger or special connection at right end of truss for 544 lbs.
0-_„" 0_ 4„
�; 4'4-114" � 44-114" `-
12 =4X5
6p
T1
T1
1112X4 W 1112X4
'N
0
n
W2
W1 W1
11 M 11
airz Kqlw
1114X5(R) 61 1114X5(R)
8'10" --'i
R=543# U=84# RL=63/-63# R=544# U=84#
H=H1 H=H2
DESC.= G1SEQ= 960813
PLT.TYP:WAVE DESIGN CRIT-F502014RESM14007 FT/RT-20%(0%N 0(0) QTY=2 TOTAL=2 REV. 16.01.01D.0710.12 SCALE=0.3750
++ N� t+'
--+•w:. R RRONCSI(BUILDING COMPONENT SAFETY RE IN FATtON),PUBLISHED ING.SHIPPING,TPS(TRUSS PLATE INSTALLING
AND
TC LL 30.0pSf 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 TC DL 15.Opsf DATE 01-27-2017
+• .�A t'=(1'y<' L:%' ---7.� INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND a0TTOM CHORD SHALL HAVE A
,��.,......... .:.:: •..-:.w.,,...::�::M...> BC DL 10.0pSf DRWG
PROPERLY ATTACHED RIGID CEILING.
q,:{.:"�n �� ••IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS,
c'�s.FT J,fc s. .T.�. � COINCNFORMANSHALL CE WITH TPT BE p00R FABRINSIBLE CATING,HANR ANY DLING,SHIPPING,INSTALLING&BRACING OFATION FROM THIS DESIGN;ANY FAILURE TO TRUSSES.ILD THE TDESIGN $C LL RUSS NO.Opsf CM
CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR
PLATES ARE MADE OF 20/18/16GA^R/SS/K)ASTM A653 GRADE 40160(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Ops O/A LEN. 81000
'.t`k,5`xx ip'm"x;+ '3wEACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
RAV_ 4)97P_*1M 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 OB#:17HS009
r,0 mw.7:53:ft T? iP`1'Ll"�' DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
3L-7rtil::GTt £.3$1Y,1"t DESIGN SHOWN,THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE COMN
BUILDING DESIGNER PER ANSI/TPI
Job:(17HS009)/G2 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 ll,EXP B,wind TC
Top chord 2x4 SP#2 N
DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 ra
17
Bot chard 2x4 SP#2 N Wind loads and reactions based on MW FRS. -'
Webs 2x4 SP#3 r`
:Lt Level Return 2x4 SP#3::Rt Level Return 2x4 SP#3: End verticals not exposed to wind pressure.
Lumber value set"l 3B"uses design values approved 1/30/2013 by ALSC (J)Hanger Support Required,by others
tfry �-
#1 hip supports 3-0-0 jacks with no webs.
(J)Hanger Support Required,by others
Left side jacks have 3-0-0 setback with 0-0-0 cant and 1-4-0 overhang.End jacks have 3-0-0 setback with 0-0-0 cant and
Deflection meets U360 live and L/240 total load.Creep increase factor for dead load is 1.50. 1-4-0 overhang.Right side jacks have 3-0-0 setback with 0-0-0 cant and 1-4-0 overhang.
Provide hanger or special connection at left end of truss for 677 lbs. Provide hanger or special connection at right end of truss for 677 lbs.
1- 3' I" 2-10" r 3-
%A4 5
'1114X5 R T2 N4X5(R)
12
6
T1
T1
�i 3X4 @ 3X4
3X4 W3
T: =3X4 =2X4(R)
3X4
-vNi M1 W M2
cO W3
ih
W2
W1 W1
N
LA
1112X4 =3X4 B1 =3X4 1112X4
0-3/4" 0T„
f 8'10"
1'4"--e
R=677# U=128# R=677# U=128#
H=H1 H=H2
DESC.= G2 SEQ= 960828
PLT.TYP:WAVE yyDESIGN CR
pR=FBC2014RESRPI-2007 FTIRT=20%(0/6y O(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.5000
IRUSSESREFESHIPPING,INSTALLING A
RM SCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.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 TC DL 15.Opsf DATE 01-27-2017
.,.�.= ::,::.•,_xf=�,,,.,r.,�.'.'•;:..w..-'S�.q INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
PROPERLY ATTACHED RIGID CEILING.
"IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRW G
INCLD THE TRUSS IN
CONFORMANCE WITH TPP OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OFSHALL NT BE RESONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TOBTRUSSES.DESIGN BC LL O.Opsf CM
"a�.,, �f •-�P'-'•,:,;��`� ,�.;.`-�3 CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR
�+^^�+-�+•_-+% PLATES ARE MADE OF 20/18116GA(W,WSSlK)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 81000
10-MCA 01 .9Tr 3a•°!1 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
"
nal"554i in-,"go 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#:17HS009
.itZG:Y.'W;3ufr TP.F3P'i9,!,�r DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
$JS'ic�ilLtlt9a�3 t �tPT.492�e&
DESIGN
GNANSRPI1SE2
SHOWN.
THE
SUITABILITY
USOFTHIS COMPONENT FOR ANY BUILDING ISTHE RESPONSIBILITY OFTHE SPACING 24.0' TYPE HIPS
Job:(17HS009)/EJ8 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 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 4.50 fl from roof edge,RISK CAT II,EXP B,
Top chord 2x4 SP SS wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18
Bol chord 2x4 SP#1 Dense Wind loads and reactions based on MWFRS with additional C&C member design. t
Webs 2x4 SP#3
Left cantilever is exposed to wind
Lumber value set"13B"uses design values approved 1/30/2013 by ALSC ,
s ,
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. It r
MWFRS loads based on trusses located at least 7.50 ft.from roof edge.
r 6'6-1/4"
R=273# U=97# NAILED
12 T1
6
N pp
C
1112X4
3X4(B1) W1
eT
1
1112X4 B1
—1'4"
f 8'4"
R=605# U=42# RL=137/-30# W=8" R=120# U=14# NAILED
(Rigid Surface)
DESC.= EJ8 SEQ= 960800
PLT.TVP:WAVE DESIGN CR1T-FSC2014RES/rPI-2007FT/RT-20%(0%y0(0) QTY=23 TOTAL=23 REV. 16.01.01D.0710.12 SCALE=0.5000
F, SHIPPING,INSTALLING AND BRACING.
RN
TC (BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TRUSSES RE XTRFME CARE IN FABRiCAl ING, TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF
218 NORTH LEE STIR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
�y; /•'y�I/.�" '�:,,,,� LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE TC DL 15.Opsf DATE 01-27-2017
INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
PROPERLY ATTACHED RIGID CEILING. BC DL 1 O.O Sf
•`x'�` 3 IMPORTANT' FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, p DRWG
INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN
; . Ea^• CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES. DESIGN BC LL O,OPSf CM
w,,• i r,;,, -•'M=`'�w,,,,, f• - �''.'q CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR
PLATES ARE MADE OF 20/18116GA(W,H/SS/K)ASTM A653 GRADE 40/60(W,KIH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD, 55.Opsf O/A LEN. 80400
x`f;'T',c��S",Y°5`nas"t :°l.4 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI I-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#:17HS009
512 . '6'r-2MP� DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
FL 35114.-4 DESIIGNS OWN.THE SUIT
AABI RPI AND SEUSP OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE EJABUILCK
t ,
Job:(17HS009)/EJ8B THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Set:138(Effective 6/1/2013) All plates are 2X4 except as noted.
Top chord 2x4 SP#1 Dense 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 B,
Bot chord 2x4 SP#1 Dense wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/_)=0.18
Webs 2x4 SP#3
i
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.
��-
Left cantilever is exposed to wind y'*51
Bottom chord checked for 10.00 psf non-concurrent live load. e, F
Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 1 M. �f
MWFRS loads based on trusses located al least 7.50 ft.from roof edge. E
R=238# U=79# NAILED
I -
12 T1 N
6 p
N
1113X6
gD 93X6
v
B3
,3X4 W2
=3X4(B1) B2 W1 W2 =3X4
_
Li 01
�-- 1,4„ B
�+—1'9-3/4"—�—1'6-1/4" 3/18"3/16' 4,
f8-4-
R=591# U=41# RL=137/-30# W=8" R=129# U=32# NAILED
(Rigid Surface)
DESC.= EJ8B SEQ= 960930
PLT.TYP:WAVE SHIPPING,INSTALLINGAND BRACING.
�yDyESSIGNN�CRrr=FSC2074RESrrP1-2007 FT/RT=20%(0%)/0(0) QTY=5 TOTAL=5 REV. 16.01.01D.0710.12 SCALE=0.5000
IRUSSFS RFQUIREI-XIHEME:CARE IN"�•• REFER TO$CSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF
Va"+'•, 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
� ?.7'-s- '•• INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A TC DL 15.Opsf DATE 01-27-2017
1F p�1,7y PROPERLY ATTACHED RIGID CEILING.
"IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRWG
61ji •; '+y INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN
%.dre ��`^ - !%� 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 AFBPA)AND TPI.ALPINE CONNECTOR
PLATES ARE MADE OF 20118116GA(W,H/SS/K)ASTM A653 GRADE 40160(W,KIH,SS)GALV.STEEL.APPLY PLATES TO TOT,LD, 55.Opsf O/A LEN. 80400
01
' �+ 3•E'S EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
win X' s'V7&4m 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#:17HS009
5?YZ M.W:11,5113'2=Afm DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
l`)!iFiAlVt7 BQ:I,tijaff,pL 31rrA DESIGN SHOWN.THE SUITILITY AND
AGNS RPI 1 SEC.2.OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THEILDISPACING 24.0" ITYPE EJACK
r, 't
Job:(17HS009)/J8 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Set:13B(Effective 6/1/2013) Special loads
---(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25)
Top chord 2x4 SP#1 Dense TC-From 94 plf at 0.00 to 94 plf at 8.33
Bot chord 2x6 SP SS BC-From 20 plf at 0.00 to 20 plf at 3.06
Webs 2x4 SP#3:W2 2x4 SP#1 Dense: BC-From 10 plf at 3.06 to 10 plf at 8.33 /
Lumber value set"136"uses design values approved 1/30/2013 by ALSC BC-677.18 Ib Conc.Load at 3.06BC-543.50 Ib Conc.Load at 5.06,7.06
Wind loads and reactions based on MWFRS. 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT II,EXP B,wind TC
Left cantilever is exposed to wind
DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18
(J)Hanger Support Required,by others Right end vertical not exposed to wind pressure.
Deflection meets U360 live and L/240 total load.Creep increase factor for dead load Is 1.50. Bottom chord checked for 10.00 psf non-concurrent live load.
Provide hanger or special connection at right end of truss for 1194 lbs.
1112X4
12 T1
6 F::—,- W3
zo
"v
3X4
W2
=3X4(A1) VV1 T
1113X4 B1 III3X5(R)
F 8'4"
R=1476# U=278# W=8" R=1194# U=219#
(Rigid Surface) H=H1
DESC.= J8 SEQ= 960835
PLT.TYP:WAVE yD�ESSIIGNN�CRIT=FBC2014RES7rPI-2D07 FT/RT=20%(0°6)1CIO) QTY=2 TOTAL=2 REV. 16.01.01D.07.10.12 SCALE=0.5000
REFER TO$CSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.0psf REF
218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
•�'"'7`•ti, !�"' '`>. LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE
Y�'1 V "'•��,,,,..�..'�i, `t INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A TC DL 15.Opsf DATE 01-27-2017
PROPERLY ATTACHED RIGID CEILING.
.S ase "IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRWG
INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN
"'4,.•- ` •. _ 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
^7 •-` PLATES ARE MADE OF 20118/16GA(W,H/SSM)ASTM A653 GRADE 40/60(W,WH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD, 55.Opsf O/A LEN. 80400
IINSTA 49'04)r:3IL0&l EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
,sre;kz'2.°°�i.ti`s 1717N -A' 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#:17HS009
5 Wd3:£1''4. 15TZ211 DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Er38�Pz+ut1J �, rwd'R£.°3165 BUILDIINSHOWNNERESUIIPERAABILITY AND I/TPI SEUS2OFTHISCOMPONENTFORANYBUILDINGISTHERESPONSIBILITYOFTHE SPACING 24.0" TYPE MONO
ii
Job:(17HS009)/J5 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,not located within 4.50 ft from roof edge,RISK CAT II,EXP B,
wind TC DL=6A psf,wind BC DL--5.0 psf.GCpi(+/-)=0.18
Top chord 2x4 SP#2 N
Bot chord 2x4 SP#2 N Wind loads and reactions based on MWFRS with additionat C&C member design, r•-
Webs 2x6 SP SS:W2 2x4 SP#3:
:Lt Levet Return 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 U360 live and 0240 total load.Creep increase factor for dead load is 1.50.
Left end vertical exposed to wind pressure.Deflection meets 1-1360. MWFRS loads based on trusses located at least 7.50 ft.from roof edge. 7
---4'5-3/4„ _I
R=192# U=64# NAILED
6 � T1
�3X6
0
v
=3X4(R
T =3X4
6-
M1
v W1 W2
NI
1 S
1112X4 B1 2X4
1'4-3/4" 4'11-1/4" 'I
R=423# U=19# RL=144/-89# W=7-1/4" R=103# U=51# NAILED
(Rigid Surface)
DESC.= J5 SEQ= 961819
PLT.TYP.-WAVE DESIGN CRIT-F802014RESRPL2007FTMT=20%(0%vNO) QTY=2 TOTAL=2 REV. 16A1.01D.0710.12 SCALE=0.5000
..yyp�(N .. .
r,:i.wrri REFER 1) $CSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TO LL 30,Opsf REF
;,«:•"� .1 . '^s 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 TO DL 15.Opsf DATE 01-27-2017
INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
PROPERLY ATTACHED RIGID CEILING. BC D(„ I O.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
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 20/18116GA(W,WSSIK)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O!A LEN. 47104
'ANSIC.4(RMI 15975-3308'� EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 150A-Z.ANY
PPRP.:w0a4,I?74 W90 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#:17HS009
5111+,3£"S-V`i`X1111(TannAf"'z DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT JACK
iAt33txF?AILy5,'_d"� E 31thi�l DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE S PACING 24.0" TYPE
BUILDING DESIGNER PER ANSI/TPI 1 SEC.2.
Job:(17HS009)/J2 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 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT II,EXP B,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.
Webs 2x6 SP SS
:Lt Level Return 2x4 SP#3: Bottom chord checked for 10.00 psf non-concurrent live load.
Lumber value set"1313"uses design values approved 1/30/2013 by ALSC Deflection meets U360 live and L/240 total load.Creep Increase factor for dead load is 1.50. y/
Left end vertical exposed to wind pressure.Deflection meets L/360.
R=70# U=69# NAILED
12
6 � T1
1112X4
"3X4 �o?mT =3X4
CN W1
N
1114X5 B1
�—1'4-3/4" h 27
R=288# U=33# RL=98/-79#W=7-1/4"
(Rigid Surface)
R=39# Rw=40# U=22# NAILED
DESC.= J2 SEQ= 961822
PLT.TYP:WAVE ��1yDyESSIGNN��CRI{T-FBC2014RESrrP1.2007FT/RT=20°%(0%Y0(0) QTY=2 TOTAL=2 REV. 16.01.01D.0710.12 SCALE=0.7500
,,;,=^`-::,.•„� SHIPPING,INSTALLING AND BRACING.
REFERI70BCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.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 TC DL 15.Opsf DATE 01-27-2017
'' '°:•' �'+% ,._. :,x; INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
PROPERLY ATTACHED RIGID CEILING.
"IMPORTANT`• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.0psf DRWG
INC` -T- � �`•'• '!-`r te•' RUSS IN
CON ORMAN SHALL CT BE ONSIBLE E WITH TPI;OR FABRICATING HANDLING,SHIPPINGON FROM ,INSTALLING&BRACING OF RS DESIGN;ANY FAILURE TO IUSSES.LD THE TDESIGN BC LL O.Opsf CM
�'-""�•,.,,,,�( ;,,,..•"F-°^•."„µr -.;.+ CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC.BY AF&PA)AND TPI.ALPINE CONNECTOR
PLATES ARE MADE OF 20118/16GA^H/SS/K)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 20200
'00AEACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN.POSITION PER DRAWINGS 160A-Z.ANY
V.1.'li-",+ .5 gwWAgg'a 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#: 17HS009
32l'U'Tl,Vd,154913��..F3,FS;t4f�..�5 DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
a^y3k�L V.)7j&%C'ff+FL 33&% DESIGNS OWN.THE SUITABILITY I AND UC.SE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THEU'L SPACING 24.0" TYPE JACK
` n
a
Job:(17HS009)/J1 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 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT II,EXP B,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 MW FRS with additional C&C member design.
Webs 2x6 SP SS
:Lt Level Return 2x4 SP#3: Bottom chord checked for 10.00 psf non-concurrent live load.
Lumber value set"139"uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 1.50.
Left end vertical not exposed to wind pressure.
7-1/4"
R=-10# Rw=13# U=51# NAILED
12
6 T1 1112X4
83X4
=3X4 m
io v o
M1
,a (V
(V
W1
N
Li
1112X4
0
�--1'0-3/4"
1'4-3/4"
R=265# U=6# RL=40/-30#W=3-1/4"
(Rigid Surface)
R=14/-9# Rw=16# U=18# NAILED
DESC.= J1 SEQ= 961776
PLT.TYP.WAVE ryry(DESIGN CRIT=FBC2014RESfrPI.2C07FT1RT=20%(0% 0(0) QTY=2 TOTAL=2 REV. 16.01.01D.0710.12 SCALE=1.0000
-v: REFERN� HANDLING,SHIPPING,INSTALLING AND
0 SCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBCATINGLISHED BY TPI(TRUSS PLATE INSTITUTE,EME CARE IN FABRI TC LL 30.Opsf REF
218 NORTH LEE STIR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
LNND,
ICATED,ADISONT I
PCHORD PRACTICES
PERFORMING
THESE
FUNCTIONS.
SHALL HA E P OPERLY ATTACHEDTRUCTURALPANELS ANDBOTT M CHORD SHALLJT
HAVE A C DL 1DATE 01-27-2017
.5.Opsf
PROPERLY ATTACHED RIGID CEILING. BC DL 1 OO Sf DRW G
"iP.�++� ,L�fh:-✓!.ems "IMPORTANT" .
FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, P
INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN
� �` T� +Y• + '' CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES. DESIGN BC LL O.Opsf CM
t"'•=.- t 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,H/SS/K)ASTM A653 GRADE 40/60(W,KIH,S5)GALV.STEEL.APPLY PLATES TO TOT.LD, 55.Opsf O/A LEN. 10012
{M1.c e91ov,51JS 3$':: EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
3`AX%'r 0Z1541 lYf 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#:17HS009
n224>:i,"v'I.:16A7L7MPAJ= DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN
SHOWN.THE SUITABILITY
ANSI/TPI RPI 1 D 2USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE
BUILDING SPACING 24.0" TYPE EJACK
Job:(17HS009)/J4 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 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 4.50 ft from roof edge,RISK CAT ll,EXP B,
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 2x6 SP SS
:Lt Level Return 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 L/360 live and L/240 total toad.Creep increase factor for dead load is 1.50.
Left end vertical exposed to wind pressure.Deflection meets L/360.
4'0-5/8" —�
R=183# U=85# NAILED
12
5.42 p T1
1112X4
ED
io
=2X4(R
T =3X4
6-
M1
Ln
V W1
fV
1
1117X6 81
{�1'6-7/16"- f+ 4'6-1/8"
R=414# U=33# RL=129/-83# W=7-1/4" R=87# U=18# ,NAILED
(Rigid Surface)
DESC.= J4 SEQ= 961825
PLT.TYP:WAVE DESIGN CRR-MC2014REMP1-2007 FT/RT"20%0(0%)/0(0) QTY=2 TOTAL=2 REV. 16.01.01D.0710.12 SCALE=0.5000
g�yypp ..
REFERNI)O�CSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.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 TC DL 15.0p sf DATE 01-27-2017
INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
PROPERLY ATTACHED RIGID CEILING. 1 O0 Sf
"IMPORTANT' BC DL .
FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, p DRW G
���••t3F{ INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN
ut ,Yi.p.12.?,f •dt �fiJ6.3'Lt'-SJt• CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES. DESIGN BC LL O.Opsf CM
CONFO
PLATES RMS RE MITH ADE OF 20/18/16GA(W,FVSS/K)ASTM (NATIONALLE PROVISIONS OF NDS653 GRADE 01 0(W,K/H,SS)GALVBY ASTEELAND?APPY PLATES TOPI.ALPINE CTOR TOT.LD. 55.Opsf O/A LEN. 40602
EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
a'=!z izo vu-S`S6 INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DIJR.FAC. 1.25 JOB#: 17HS009
3:2G i.'Gi,?164'.b 3.28E Af.,R, DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN
SHOWN.THE SUITANSI/TPIABILITY
1 D 2USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE JACK
Job:(17HS009)/J3 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 B,wind TC
DL=5.0 psf,wind SG DL=5.0 psf.GCpi(+/-)=0.18
Top chord 2x4 SP#2 N
Bot chord 2x4 SP#2 N Wind)Dads and reactions based on MW FRS with additional CBG member design.
Webs 2x6 SP SS
It Level Return 2x4 SP#3: Bottom chard checked for 10.00 psf non-concurrent live load. ? �
Lumber value set"ll 36"uses design values approved 1/30/2013 by ALSG Deflection meets U360 live and U240 total load.Creep increase factor for dead load is 1.50.
Left end vertical exposed to wind pressure.Deflection meets U360.
h• --- 3'4-7/8" ---
R=153# U=78# NAILED
12 T1
5.42
1112X4
a
r; :a
=2X4(R O1
io
M1
4
t
N W1
N
1116X6 81
�--16-7/16" 310-3/6" —I
R=381# U=35# RL=1191-61#W=7-1/4" R=74# U=18# NAILED
(Rigid Surface)
SEQ= 961828
DESC.= J3 REV. 16.01.01D.0710.12 SCALE=0.7500
PLT.TYP:WAVE DESiGNCRIT"FBC201CRESRPb200)FT1RT-20%10%yn(u) QTY=2 TOTAL=2
RRN�O$CSi Sit INSTITUTE,
COMPONENT SAFETY INFORMATION},PUBLISHED BY HANDLING,
{TRUSS PLATE INSTITUTE, TC LL 30Apsf 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 TC DL 15.Opsf DATE 01-27-2017
3%''t, 4 Vit. -%' u.�ja.
INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A gG DL 1�•OPSf DRW G
PROPERLY ATTACHED RIGID CEILING.
*•IMPORTANrr FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS,
++,��� yy'� ;.pi"+�xa - y; INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN BC LL 0.0psf CM
_ .#� 9,1cn1. CONFORMANCE WITH TPI:OR FABRICATING.HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES.DESIGN
-ra.,,,,-4" "'"• CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR
PLATES ARE MADE OF 20118/160A(W,WSSIK)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 31ao6
160A yi'}??7 33°�J EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY 1.25 JOB#:17HS009
lxx;Q:�+107V.99 0 INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DURYAC.
" 321.13 nf,W.IEA DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
N 01X a'P,:AN 0 24 v��CU,FL33" DESIGN
SHONG WN.
THE
ER,UITABIANSY AND
USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0° TYPE JACK
BUIL
'. f
Job:(17HS009)/BJ6 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Set:13B(Effective 6/1/2013) Special loads
-----(Lumber Dur.Fac.=1.25/Plate Dur.Fac=1.25)
Top chord 2x4 SP#2 N TC-.From 0 plf at-1.64 to 93 plf at 0.00
Bot chord 2x4 SP#2 N TC-From 2 plf at 0.00 to 2 plf at 5.60 a°
Webs 2x6 SP SS BC-From 2 plf at 0.00 to 2 plf at 5.60
:Lt Level Return 2x4 SP#3: TC-70.10 lb Conc.Load at 2.52
TC-182.81 Ib Conc.Load at 4.67
Lumber value set"13B"uses design values approved 1/30/2013 by ALSC BC-38.98 Ib Conc.Load at 2.52 1b
-
Bottom chord checked for 10.00 psf non-concurrent live load. BC-86.72 Ib Conc.Load at 4.67
Deflection meets U360 live and L/240 total load.Creep increase factor for dead load is 1.50.
5'1-3/4"
R=180# NAILED
12
5.22 p T1
1112X4SO
m
o�
v
=2X4(R
TT =3X4
M1
(V W1
1 1
1112X4 81
57-1/4" �1
R=261# W=7-7/8" R=109# NAILED
(Rigid Surface)
DESC.= BJ6 SEQ= 961845
PLT.TYP.WAVE ryryDyyESSIGN CRIIT-Fec2014RESNPI-2007 FT1RT-20%(0%y0101 QTY=2 TOTAL=2 REV. 16.01.01D.0710.12 SCALE=0.5000
REFERNBSHIPPING,INSTALLING ANU BRACING.
CSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE,
218 NORTH LEE STIR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE TC LL 30.Opsf REF
•"���'t, 1 " ''*n•;- LN,MADISON,WI 53719 FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE
4 TC DL 15.Opsf
DATE 01-27-2017
INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
yo.4Jt,.sr••r�..��::.. 'meq
14�t PROPERLY ATTACHED RIGID CEILING.
'*IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRW G
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
°` d ,��`k'"+«,;,;- * :•*' CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR
PLATES ARE MADE OF 20118116GA(W,WSSIK)ASTM A653 GRADE 40160(W,K/H,SS)GALV.STEEL.APPLY PLATES TO
`4WA VIVA)T.'✓-u'av''�. EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY TOT.LD. 55.Opsf O/A LEN. 50704
PA_':'1:R-1, 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#:17HS009
BUILDING
ax?z Z4.1F:.166 TMIP,`�rlm DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGSHOWN.THE SUITABILITY
ABILITY AND SEC. OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0't ITYPE HIP JACK
Job:(17HS009)/BJ4 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Set:13B(Effective 6/112013) 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT 11,EXP B,wind TC
Top chord 2x4 SP#2 N
DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18
n
Bot chard 2x4 SP#2 N Wind loads and reactions based on MW FRS with additional C&C member design.
Webs 2x6 SP SS 4
:Lt Level Return 2x4 SP#3: Bottom chord checked for 10.00 psf non-concurrent live load.
s
Lumber value set"13B"uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 1.50.
Left end vertical exposed to wind pressure.Deflection meets L/360.
3'0-9/16"
R=133# U=73# NAILED
12
5.22 p T1
12
1112X4
r
iD
in
�2X4(R c
ch
M1
(V W1
N
1
1115X6 B1
3'6-1/16"
R=371# U=41# RL=1121-77# W=7-7/8" R=66# U=18# NAILED
(Rigid Surface)
DESC.= BJ4 SEQ= 961848
PLT.TYP:WAVE DESIGN CRIT=FBC2014RESNPI-2007F7/RT=20%(0%)10(0) QTY=2 TOTAL=2 REV. 16.01.01D.0710.12 SCALE=0.7500
yyyypp pu
REFERN�O SCSI(TRUSSES REQUIRE EXTREME URE IN I-ABRiL;AIINU.
COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF
218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
• ''''+7':}. µ/..�" „ 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 01-27-2017
PROPERLY ATTACHED RIGID CEILING. BCDL 1 0.0 Sf DRW G
'*IMPORTANT** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS,INCp
-I: x�+E%��" ` B• 1� CONFORMANSHALL CE WITT BE H RESPONSIBLE
FABRICR ANY DEVIATION ATING,NG,HANDLING,SHIPPING,NG,INSTALLING&BM THIS DESIGN;ANY RILURE ACING NGTO BUILD RUSSES.DESIGN BC LL O.Opsf CM
L'•_*.,.,, I ";-••""T`"^4I,r`_`'` "r�° CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)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. 55.Opsf O/A LEN. 30601
`.a:'(i{S.ci%.;'r••'L•3. EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
:: 44;,184,t3D INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.ASEAL ONTHIS DUR.FAC. 1.25 JOB#:17HS009
$12X5 UT.w lSilr TZMP iS,HT DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN
NSHOWN.
NERTHE
SUII SUITABILITY
II AND
US2 OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0 TYPE HIP JACK
Job:(17HS009)/CJ6 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,not located within 4.50 ft from roof edge,RISK CAT Il,EXP B,
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
Left cantilever is exposed to wind j
Lumber value set"1313"uses design values approved 1/30/2013 by ALSC
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. Ih�'
4'6-1/4"
R=186# U=70# NAILED
12 T1
6 p
IV �
'R
1112X4
=3X4(81
W1
4
61
�—1'4"
f a 6'4"
R=504# U=31# RL=104/-23# W=8" R=76# U=12# NAILED
(Rigid Surface)
DESC.= CJ6 SEQ= 960797
PLT.TYP:WAVE ryDyEpSIGNN�CRoR=FBC201ARESfPI.2007FTRT=20%(0°/au0(0) QTY=7 TOTAL=7 REV. 16.01.01D.0710.12 SCALE=0.7500 _
*H• REFER 7SHIPPING,INSTALLING AND bRAGINIJ.
0 B•C51(BUILDING COMPONENT SAFETY INFORMATION),PUB-5 REQUIRE EKIRhME CARE IN LISHED BY TPI(TRUSS PLATE INSTITUTE,
TC LL 30.Opsf REF
218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
LNND,
ICATED,TOPICHORD SHALL HAVE P OPER Y ATTACH DPERFORMING
RAL PANELS AND BOTTOM CHORD SHHALLf HAVE A
TC DL 15.0 Sf DATE 01-27-2017
ryt,yp�,y yy,7 PROPERLY ATTACHED RIGID CEILING.
. ' BC DL 1 0.0 Sf
'+ t'r 'IMPORTANT' FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, P DRW G
INCIN
CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,HI P NGSHALL NT BE RESPONSIBLE FOR ANY DEVIATION FROM THI,INSTALLING& ILURE BDESIGN;ANYRACING NG OF TRIUSSES.THELD TRUSS DESIGN BC LL O.Opsf CM
CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA AND TPI.ALPINE CONNECTOR �—
•^"'*"" ' '•b �"' PLATES ARE MADE OF 20/18116GA(W,HISSIK)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 60400
`MAi�`:b3'F:17S 3 °^ EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
' aF'A*IKZ 00.0 1174-14999 INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DU R.FAC. 1.25 JOB#:17HS009
5172 N.W.lryfi 3'F.FIRkA= DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
lm '.mwo 73.r`�.ca' DESIGN SHOWN.DETHE SUITABILITY S RPI 1 D USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE JACK
Job:(17HS009)/CJ6A 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 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 4.50 ft from roof edge,RISK CAT II,EXP B,
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 MW FRS with additional C&C member design.
Webs 2x6 SP SS
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 U360 live and L/240 total load.Creep increase factor for dead load is 1.50. cJ r
r 4'6-1/2"
R=234# U=35# RL=82# NAILED
12 T1
6
N �
C7
V
ih
gTII 1112X4
I
N W1
LL�
1113X5 g1
5'
R=284# U=68# W=8" R=100# NAILED
(Rigid Surface)
DESC.= CJ6A SEQ= 960916
PLT.TYP:WAVE INSTALLING AND BRACING.
ryryDyyESSIGNN��CRrr-FeC2014RESrn`I.2007FTIRT=20%(0%)10(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.7500
MR70$CSI(BUILDINGCOMPONENT SAFETY INFORMATION),PUBRUSSIE RhUUIKE EXTREME CARE IN LISHEDBYTPI(TRUSS�PLATE INSTITUTE, TC LL 30.Opsf REF
218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
J 4•''r LN,MADISON,W 153719 FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS.UNLESS OTHERWISE
..,' ,�' � � ,�� ) TC DL 15.Opsf DATE 01-27-2017
INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
PROPERLY ATTACHED RIGID CEILING.
r ' �* 'IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRWG
y. �• +•• INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN
-r<. �• ���• �*`t' •�!- ' CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING 8 BRACING OF TRUSSES. DESIGN BC LL O.Opsf CM
C- _f `;;.,•"'F"M.;,;�` S oma" CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR
PLATES ARE MADE OF 20118/16GA(W,WSS/K)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 5
(R `aW'ZA 199,3.1T:5L-S$°;` EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-2.ANY
mn 551)"773-1.980 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#:17HS009
312G;K.S7'7-:t:riI:t'M3.F Styr DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
1"Olv,LPxbd'•70IM?ACIE4 DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 240" JACK
BUILDING DESIGNER PER ANSI/TPI 1 SEC.2. . TYPE
(� u
Job:(17HS009)/CJ66_ THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
Value Set:13B(Effective 6/1/2013) All plates are 2X4 except as noted.
Top chord 2x4 SP#2 N 170 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 4.50 ft from roof edge,RISK CAT 11,EXP B,
Bot chord 2X4 SP#2 N wind TC DL=6.0 psf,wind BC DL=5.0 psf,GCpi(+/-)=O.18 r
R;
Webs 2x4 SP#3 Wind loads and reactions based on MW FRS With additional C&C member design.
Lumber value set"13B"uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to Wind
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.
R—*190# U=69# NAILED
W
12
6 p
Ex
I I W2 (8)3
co
3X4
fVH
W2
=-3X4(81 W1
iD
T F-1 I
V4.
�
1'9-3/4" 1-6-1/4- 1311 8-3/16"+'
V4'
R=488# U=30# RL--104/-23#W=8" R=66# U=14# NAILED
(Rigid Surface)
DESC.= GJ6B SEQ= 960933
PLT,TYP.-WAVE DESIGN CFttT=FSC2014RES1TPI4007 FTIRT20%0%Y0(0) QTY=2 TOTAL=2 REV. 16.01.01D.0710.12 SCALE=0.7500
"MMrIN —TRUSSES REQUIRE EXTREME CARE IN FABRICATING,HANDLING,SHIPPING,INSTALLING AND BRACING.
St(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE,
R 11 TC LL 30.Opsf REF
218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA_22314)AND CA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
To PERFORMING
THESE
15.Opsf DATE 01-27-2017
if> LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR E FUNCTIONS.UNLESS OTHERWISE TC CIL
INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
PROPERLY ATTACHED RIGID CEILING. BC CIL 1 O.Opsf DRWG
'!IMPORTANT' FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS,
m. 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
.;.qQjp
Fr,-.,- -T;�'r-; CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR 55.Opsf O/A LEN. 60400
PLATES ARE MADE OF 20118116GA(W,FVSS/K)ASTM A653 GRADE 40/60(W,VJH.SS)GALV.STEEL.APPLY PLATES TO TOTID.
`i%$TA i9tv.)MLM-01 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
P.AZ:054)127P_z9P'D INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TR 1-2002 SEC.3.A SEAL ON THIS DURYAC. 1.25 JOB#:17HS009
.14.V-4.11,4b Trig,. DRAWINGDRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE JACK
BUILDING DESIGNERPER ANSIfrPI 1 SEC.2.
Job:(17HS009)/CJ4 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 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere In roof,RISK CAT 11,EXP B,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.
Webs 2x4 SP#3
Left cantilever is exposed to wind
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. A
Deflection meets U360 live and U240 total load.Creep Increase factor for dead load is 1.50.
2'6-1/4"
R=94# U=43# NAILED
12 T1
6
1112X4
90
N
v
(V
=3X4(B1
W1
1112 4
1'4'
B1
R=423# U=19# RL=71# W=8" R=25/-10# Rw=25# U=12# NAILED
(Rigid Surface)
DESC.= CJ4 SEQ= 960794
PLT.TYP:WAVE DESIGN CRR-FBC2014RESRPI-2007FTIRT"20%(0%y0(0) QTY=7 TOTAL=7 REV. 16.01.01D.0710.12 SCALE=1.0000
'N51R NQ" SHIPPING,INSTALLING AND BRACING.
REFER 70 SCSI(TRUSSES REQUIRE= UAFINU.
COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF
ie. 218 NORTH LEE STIR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
S`"���•�. ;' LN,MADISON,WI 53719 FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE TC DL 15.Opsf DATE 01-27-2017
_ - 'f INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
`� +��� •�,'..,. ..,.. x' PROPERLY ATTACHED RIGID CEILING.
"IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRW G
W31, INCRUSS IN CON OHRMANCE WITH TPPSHIPPING,NOT BE RESONSIBLE FOR ANY DEVIATION O
OR FABRICATING,HANDLING, INSTALLING&BM THIS DESIGN:ANY RACING NG OF RILURE TO IUSSES.LD THE TDESIGN BC LL O.Opsf CM
'�^^w�„_I_;;,,;.•''"•'+•..,,,�, „•=' CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR
'r+*-^-� +n �-1• PLATES ARE MADE OF 20118116GA(W,WSSIK)ASTM A653 GRADE 40160(W,KIH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 40400
'i°IMt Fc ON441')n✓r'r3£: EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
a?•'1,X 2`;%' Q 1/744;95:1 INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DU R.FAC. 1.25 JOB#:17HS009
512.1;M.W.u'6 TM3&St11:3T DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
k";3$�?P.c'�t'•ti{y?:�>J�,n„3,gT4.,y DESIGN
GN SHOWN.THE PERSUITABILITY
I SEUSC.2E OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THEBUILDISPACING 24.0" TYPE JACK
f. '
Job:(17HS009)/CJ4A 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 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere In roof,RISK CAT II,EXP B,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.
Webs 2x6 SP SS
,.. ,
Lumber value set"13B"uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non-concurrent live load. r ,�
Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 1.50. ,
2'6-1/2"
R=140# U=21# RL=49# NAILED
12
6 p T1
1112X
IV
E4
N
N W1
FM
13
B1
3'
R=170# U=39# W=8" R=60# NAILED
(Rigid Surface)
DESC.= CJ4A SEQ= 960919
PLT.TYP:WAVE yyDESIGN CRIT-FBC2014RES/rP62007FT/RT"20%(0%y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=1.0000
TRUSSES REQUIRE L:XlRhME:CARE IN FABRICATING,' ,REFEFfN�O bSHIPPING,INSTALLING AND BRACING.
'SI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF
"'"�,,i'M."'�•. 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA 22314)ANDWTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE TC DL 15.Opsf DATE 01-27-2017
.g=_,:,,.,;,./..,,,.,,,.z...�•..__,�,��.'.LC.,,,,_;.,c; INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
• ;F PROPERLY ATTACHED RIGID CEILING. BC DL 1 O.O Sf
"IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, P DRW G
,• T,1 11.4, �p^�y;�j INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN O.OpSf CM
�:,.�, Y,.-� .G 9Y•d.S3V CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING 8 BRACING OF TRUSSES. DESIGN BC LL
p`K..., k'+•.,,.,wry .,-' CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR
�•+<' PLATES ARE MADE OF 20118116GA(W,HISS/K)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 3
'Llk?TA QR&O EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
-ow-'vino INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS
aA2G DUR.FAC. 1.25 JOB#:17HS009
q.Ve,.16111�'Fd13SSAf_'R.' DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
x wUa,t N0 Rp?A CEFt Fr,3xrhA DESIGNS OWN.THE SUITABILITY
ANSI/TPIA SECS2 OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THEBUILDISPACING 24.0" ITYPE JACK
�� r
Job:(17HS009)/CJ4B 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 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT ll,EXP B.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 toads and reactions based on MWFRS with additional C&C member design.
Webs 2x4 SP#3
Left cantilever is exposed to wind
Lumber value set"13B"uses design values approved 1/30/2013 by ALSC 3 {
Bottom chord checked for 10.00 psf non-concurrent live load, ,;Y' r
Deflection meets U360 liv@ and V240 total load.Creep increase factor for dead load is 1.50.
r 4'4" ,.
R=107/-4# U=57# NAILED
1112X4
12 T1
6
.0 1112X4
iv
W2
N
� N
N (V
3X4(B1
W1
io
1112 4
1112X4
1'4"
3'4" 1'
81
R=400# U=18# RL=71# W=8"
(Rigid Surface)
DESC.= CJ413 SEQ= 960946
PLT.TYP-WAVE ry�DESIGN
��CRIIT-FBC2014RES/TPI.2007FT/RT"20k(0Yov0(0) QTY=2 TOTAL=2 REV. 16.01.01D.0710.12 SCALE=1.0000
REFER7SH115151ITT,78TALLING AN RACING.
0 SCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBTRUSSES REQUIRE
EXTREME CARE IN LISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.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 TC DL 15.Opsf DATE 01-27-2017
INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
PROPERLY ATTACHED RIGID CEILING.
�g "IMPORTANT' FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRWG
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
3s°3"sIa>i PLATES ARE MADE OF 20118/16GA(W,WSS/K)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 40400
xkic �?^ EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
')97T—939 INSPECTION OF PLATES FOLLOWED BY(I)SHALL BEPER ANNEX A3OFTPI 1-2002 SEC.3.ASEAL ONTHIS DUR.FAC. 1.25 JOB#:17HS009
3122 1.1(.W..166 TEMIRArM DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN.
WN.THE SUI ANS RYANDUS2 OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE
BUILDINGDESIGNER, SPACING 24.0" TYPE JACK
Job:(17HS009)/CJ2 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 ft mean hgt,ASCE 7-10,CLOSED bidg,Located anywhere in roof,RISK CAT Il,EXP B,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 MW FRS with additional C&C member design.
Webs 2x4 SP#3
Lumber value set"1313"uses design values approved 1/30/2013 by ALSC Left cantilever is exposed to wind � p,
Bottom chord checked for 10.00 psf non-concurrent live load. ' 1;
Deflection meets L/360 live and L1240 total load.Creep increase factor for dead load is 1.50.
{f 6-1/4"+{
R=-175# Rw=14# U=116# NAILED
12 1112X4
6 T1
N
3X4(B1
W1 `*
T FM
in
113
B1
�—1'4"
{ —9.4—
R=593# U=54# RL=38# W=8"
(Rigid Surface)
R=-169# Rw=22# U=134# NAILED
DESC.= CJ2 SEQ= 960791
PLT.TYP:WAVE DESIGN CRIT=F8C2074RES/TPI-2007FT/RT=20%(0%)/0(0) QTY=18 TOTAL=18 REV. 16.01.01D.0710.12 SCALE=1.0000
n R NSu TRUSSES REQUIRE EXTREME C/ SHIPPING,INSTALLIRMAT10=0.
REFER 70 CSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF
i� 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,5300 ENTERPRISE P
Y.r-^'t�'r3`•x (✓.rz'Yy;, LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE TC DL 15.Opsf DATE 01-27-2017
ry,^;;,,,;;,,,,;,„,,,,.._,.;,•��.,,,.,.,,,,:,,�,.,,,�,,. �, INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
PROPERLY ATTACHED RIGID CEILING.
"IMPORTANT” FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR,ALPINE ENGINEERED PRODUCTS, BC DL 10.0psf DRW G
,'.'S } R�;A ^57(4Y+r'y•i`,*at, 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
r."�~ „•�' CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR
�1^^^-^�'--°"- M •�' �'"E' > PLATES ARE MADE OF 20118/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W,KIH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 20400
M.,;V ti1r r1:._ZM EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
FAX:054'1 4?ilt-'s` ' 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#:17HS009
$12l3 M,w I&A,TFMPi 47:;': DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
oo.gaav%l{ lke: um'n 13rKyy DESIGN
NSHOWN.
THE
SUIER,PER TABILITY
AND
USE OFTHIS COMPONENT FOR ANY BUILDING 15THE RESPONSIBILITY OFTHEBUILDISPACING 24.0" TYPE JACK
N n
Job:(17HS009)/CJ1A 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 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT II,EXP B,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 MW FRS with additional C&C member design.
Webs 2x6 SP SS
:Lt Level Return 2x4 SP#3: Bottom chord checked for 10.00 psf non-concurrent live load.
:d' C1 ✓
Lumber value set"138"uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 1.50. y)
Shim all supports to solid bearing. 4 ii
-3/4'�
R=57# RL=43# NAILED R=36# U=12# NAILED
12 R— # U=39# W=7- 4"
6 (R I� Urface)
1112X4
3X4
__
io io
M1
N N
O_
(7
W1
to 6
fV cV '
FM
1113X5
81
1'4-3/4"
r2-4-
R=189 NAILED
DESC.= CAA SEQ= 960822
PLT.TYP:WAVE ryryDyyESSIGNN��CRIT-FBC2014RESRPI-2007 FT/RT=20%(0%)/0(0) QTY=4 TOTAL=4 REV. 16.01.01D.0710.12 SCALE=0.7500
TRUSSES REQU RE EX I
,�:^'�.w.•w I BRACING.
REFERTO SCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY RhME CARE IN FAURICATING, TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF
Y rot to„�Y 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
„,;r. 3• ti. i(/ ,;�, LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE
. !;,.-.., .,,,._„_~�rs., ,,, ,,� INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A TC DL 15.Opsf DATE 01-27-2017
--T�. -�• PROPERLY ATTACHED RIGID CEILING.
"�� 'IMPORTANT” FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRWG
?
5-6`• '�•`^ INCJ ULD THE TRUSS IN
CONFORMANCE WITH TPSHALL NT BE LOOR FABRICATING,HANIDLIING,HIIPP NGI,INSTALLING&BARAC NGNSIBLE FOR ANY DEVATON FROM THS DESIGN;ANY FILURETOFBTRIUSSES.DESIGN BC LL O.Opsf CM
''•Y:w,,, 6 ,;;,,•^`f"`�•:,;qr CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR
PLATES ARE MADE OF 20118/16GA(W,WSS/K)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT,LD. 55.Opsf O/A LEN. 1104
gvjS 4"YO4)4?,-an% EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
r.'-'x21V.r:r)tii8-emm INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DU R.FAC. 1.25 JOB#:17HS009
Z;71Yj Tiap�r DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
a''fn"R6A-T")n.. Vc-tT HL xj&% BUILDING OWN.THE SUITABILITY
ANS RPIA SECS2 OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0' TYPE JACK
Job:(17HS009)/HJ8 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 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT 11,EXP B,wind TC
Top chord 2x4 SP#1 Dense DL=5.0 psf,wind BC DL=5.0 psf.GCp1(+/-)=0.18
Bol chord 2x4 SP#1 Dense Wind loads and reactions based on MWFRS.
Webs 2x4 SP#3
Lumber value set"138"uses design values approved 1/30/2013 by ALSC Left cantilever is exposed to wind
The following members need concentrated loads at the heel:3-0-0 span/setback member on the 1-3-8 cant side requires 16
Sub-fascia beam assumptions:3-0-0 sub-fascia beam on the 1-3-8 cantilever side.3-0-0 sub-fascia beam on the 1-3-6 lbs and the 3-0-0 span/setback member on the 1-3-8 cant side requires 16 lbs.
cantilever side. t3
Hlpjack supports 8-3-B setback jacks with 1-3-8 cantilever one face;1-3-8 cantilever opposite face. r
Deflection meets U360 live and U240 total load.Creep increase factor for dead load is 1.50. 'oe
9'3-3/8"
R=431# U=130# NAILED
12 T1
4.24 p 03X4
`v
M
r;
-v
1112X4
W3
3X4(B1 W
T
I FE
s•
=3X4 B1 2X4
1'9-718"
F 11'8-11/16"
R=671# U=110# W=11-5/16" R=410# U=15# NAILED
(Rigid Surface)
DESC.= HJ8 SEQ= 960803
PLT.TYP:WAVE HANDLI SHIPPING,INSTALLING AND BRACING.
yyDyyESSIGNN��CRrr=FBC20I4RESlrPI-2007FTIRT-20%(0%v0(0) QTY=4 TOTAL=4 REV. 16.01.01D.0710.12 SCALE=0.5000
REFERTO SCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBTRUSSES REQU]RhhXIREMF CARE IN LISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF
�_ 'A' y;� 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
y.:•` �J ,f it 4 y, LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISEDATE 01-27-2017
INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A TC DL 15.Opsf
PROPERLY ATTACHED RIGID CEILING.
�`�'•"� '^�'+� "IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRWG
�����•� 6 H. INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN
'�f7.°"�• �'t� "i'• "6 CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING 8 BRACING OF TRUSSES.DESIGN BC LL O.Opsf CM
'�+�.., I f,„.-°"I`�•�.;,µ .�",,.�;j CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR
PLATES ARE MADE OF 20118/16GA(W,FUSS/K)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 110811
`£'Ci .c 'Ya}'�S u'E4•l EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
+
PAX,M.)17iit-Cm 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#:17HS009
377X1:�3.W,11,91 TA'Fi33Ar DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
k'138Ip,1,1g0 D?3r.`U,M 33,WS DESIIGN SHOWN.THE SUI ANS RPI 1 SEC2. SPACING
OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE HIP JACK
Job:(17HS009)/HJ8B 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.
Top chord 2x4 SP#1 Dense 170 mph wind,15.00 it mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT 11,EXP B,wind TC
Bot chord 2x4 SP#2 N:B3 2x4 SP SS: DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 ,
Webs 2x4 SP#3:W6 2x4 SP#2 N:
nC
Wind loads and reactions based on MWFRS.
Lumber value set"13B"uses design values approved 1/30/2013 by ALSC
Left cantilever is exposed to wind �- �•
The following members need concentrated loads at the heel:0-0-0 span/setback member on the 1-3-8 cant side requires 16
lbs and the 0-0-0 span/setback member on the 1-3-8 cant side requires 16 lbs. Sub-fascia beam assumptions:0-0-0 sub-fascia beam on the 1-3-8 cantilever side.0-0-0 sub-fascia beam on the 1-3-8
cantilever side.
Hipjack supports 8-3-8 setback jacks with 1-3-8 cantilever one face;1-3-8 cantilever opposite face.
Deflection meets L/360 live and L/240 total load.Creep Increase factor for dead load is 1.50.
r 4'8-1/8" -I
R=404# U=123# NAILED
M
12 4.24 p N
2
1113X6 W6
,5X1
l`
v
83 =4X8.
;3X5 FIM I
W2
3X4(81
B2 JUJW2 1113X4(R) `11
W 1
6
1'9-7/8" B1
2'5-5/16" 2'2-9/16" `.9/1 F" 11-3/8" 57-7/8"
rL- 11'8-11/16"
R=702# U=108# W=11-5/16" R=446# U=24# NAILED
(Rigid Surface)
DESC.= HJ8B SEQ= 961507
PLT.TYP:WAVE yyD��IIEppMNN��CR1T=FBC2014RESRP42007FT/RT=20%(0%y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.5000
1 Ruti�ji_b RE RF EXTREME CARE IN FAbRIGAI ING,HANDLING,SHIPPING,INSTALLING AND BRACING.
4REFERTO$CSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.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 01-27-2017
�(, ��pr••y� �y PROPERLY ATTACHED RIGID CEILING.
����L;�cRg 51�,� "IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRW G
_ ,Jb3; - +� COINCN ORMANtSHALL °E WIT BE TH TPP ONSIBLE FOR R FABRICATING HANDLING,SHDEVIATION IPPING,NHGSINSTALLIN BRACING DESIGN;ANY FAILURE TOFB RILD THE USSES.TRUSS IN DESIGN BC LL O.Opsf CM
�•^+ +�~•`+'' �e�+'+*�%{' +.>
PLATES CONFORMS A EMITH AD OF 2018/ 16GA(W,HISSfK)A TM(NATIONALCABLE PROVISIONS OF NDS653 GRADE 0/0(W,KIH,SS)GALVBY AS EEL.APPLY PLATES TOAND TPI.ALPINE CONNECTOR TOT•LD• 55.Opsf 0/A LEN. 110811
`3.' r c pm)9':5 33°1 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
xTSa::z"954j 17itrwf.'r) 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#:17HS009
SU. 8 N.W Z;16 TZMPACEM DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
�•,) Fa �`y z}sr,� ,53.E DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" HIP JACK
BUILDING DESIGNER PER ANSI/TPI 1 SEC.2. TYPE
Job:(17HS009)/HJ4 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Set:13B(Effective 6/1/2013) 170 mph wind,18.53 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT ll,EXP B,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.
Webs 2x4 SP#3
Lumbar value set"138"uses design values approved 1/3012013 by ALSO Left cantilever is exposed to wind
The following members need concentrated loads at the heel:3-0-0 span/setback member on the 1-3-8 cant side requires 16
Sub-fascia beam assumptions:3-0-0 sub-fascia beam on the 1-3-8 cantilever side.3-0-0 sub-fascia beam on the 1-3-8 lbs and the 3-0-0 span/setback member on the 1-3-8 cant side requires 16 lbs.
cantilever side.
Hipjack supports 4-1-8 setbackjacks with 1-3-8 cantilever one face;1-3-8 cantilever opposite face.
Deflection meets U360 live and L/240 total load.Creep increase factor for dead load is 1.50. ,#
1' t
Y
f
34-11/16"
R=124# U=29# NAILED
12 T1
4.24 p
1112X4
`v
cy
N
M
(V
3X4(81
W1
is
1112 4
f 1'9-7/8"
B1 5'9-15/16"
R=450# U=65# W=11-5/16" R=20/-12# NAILED
(Rigid Surface)
DESC.= HJ4 SEQ= 960983
PLT.TYP:WAVE DESIGN CRfr-FBC2014RESMI.200TFT1RT-20%(0%y0(0) QTY=4 TOTAL=4 REV. 16.01.01D.0710.12 SCALE=1.0000
.. R N .. INSTALLING AND BRACING.
REFER 70$CSI BUILDING COMPONENT
SAFETY INFORMATION PUBLISHED( D BY TPI(TRUSS PLATE INSTITUTE,p w ), (TC ,63 TC LL 30.Opsf REF
216 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
�,?;. ��t�, y
INDICATED,TOPICHORD SHALL HAVE PROPEFOR SAFETY ICES PRIOR TO RLY ATTACHED STRUCTURNG THESE AL PANELS AND ONS. UNLESS TTOM CHORD SHALL A ISE
TC DL 15.Opsf DATE 01-27-2017
T, ''t'8 PROPERLY ATTACHED RIGID CEILING.
't' 'IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRWG
;,7' 9 X T,•'^'�5�,sq:Sfi,Yx�'ra3 INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN
Dun CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING 8 BRACING OF TRUSSES. DESIGN BC LL O.Opsf CM
CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR
PLATES ARE MADE OF 20118116GA(W,HISS/K)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 50915
'.e'lc A"VNIRM33&.1 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-7-ANY
' Ir'r9.XI14,4.540 g7b4 . INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#: 17HS009
o='1'4.V4?.vgyh Tza*rt}im DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
k"t.1$:fF4$Y7L7�7a`pS F3+FE„f31P ?6 DESIGN SHOWN.THE SUITABILITY
ANSI/TPI ISEUSZ OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0° TYPE HIP JACK
Job:(17HS009)/HJ3 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Set:13B(Effective 611/2013) Special loads
—(Lumber Dur.Fac=1.25/Plate Dur.Fac=1.25)
Top chord 2x4 SP#2 N TC-From 0 pif at-1.97 to 92 plf at 0.00
Bot chard 2x4 SP#2 N TC-From 2 pif at 0.00 to 2 plf at 4.09
Webs 2x6 SP SS BC-From 2 plf at 0.00 to 2 pif at 4.09
:Lt Level Return 2x4 SP#3: TC-71.49 Ib Conc.Load at 1.33
BC-36.64 Ib Conc.Load at 1.33
Lumber value set"13B"uses design values approved 1/30/2013 by ALSC
170 mph wind,15.00 It mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT ll,EXP B,wind TC
Wind loads and reactions based on MW FRS. DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18 1
�r
Left end vertical exposed to Wind pressure.Deflection meets L/360. Truss passed check for 20 psf additional bottom chord live load In areas with 42"-high x 24"-wide clearance.
Deflection meets U360 live and U240 total load.Creep increase factor for dead load is 1.50. Bottom chord checked for 10.00 psf non-concurrent live load. t 'f
j= 37-5/8" �{
R=57# U=16# NAILED
12
4.24 p
T1
1112X
=2X4(R
T =3X4
6'
M 1 co
o
C?
io
io
W1
(V
1112X4 61
�•--1'11-11/16" 41-1/8" j
R=220# U=12# RL=74# W=9-1/2"
(Rigid Surface)
R=76# U=7# NAILED
DESC.= HJ3 SEQ= 960825
PLT.TYP:WAVE ry•DyESSIGNN��CRrT-FBC2014RE&RPI-2007FT/RT•20%(0%y0(0) QTY=2 TOTAL=2 REV. 16.01.01D.0710.12 SCALE=0.5000
TRUSSES R_QUII1-EXTREME CARE IN SHIPPING,INSTALLING AND BRACING.
REFERTO$'CSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF
I 218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)ND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
tiw. ) /r'G >>'
LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE TC DL 15.Opsf DATE 01-27-2017
.,u, 2,� INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
PROPERLY ATTACHED RIGID CEILING. BC DL 10.0 sf DRWG
T�� �"��-..•�u. �gy� --IMPORTANT-- FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, p
atdyni Evt _^w- IN
COINCN RMANCE WITH TPPSHALL NOT BE RESONSIBLE OR FABRICATING, ON HANFOR ANYDLING,SHIPPING,INSTALLING 8 ILURE BFROM THIS DESIGN;ANYRACING OFT RILD USSES.THETRUSS DESIGN BC LL O.Opsf CM
'`-��_! ;n..` ..;,; �,;.,•%�' CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR
PLATES ARE MADE OF 20118/16GA(W,HISS/K)ASTM A653 GRADE 40160(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 40102
iYiS c �4?S3E3 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
PA.91"ZO 9744999 INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DU R.FAC. 1.25 JOB#:17HS009
31211 M.G3:166 T=,Af= DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
;iR3gtpzul�yer±,jr;�+��y3�� DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" HIP JACK
BUILDING DESIGNER PER ANSIITPI 1 SEC.2. TYPE
u
I�
Job:(17HS009)/HJ1 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 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT II,EXP B,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 Bottom chord checked for 10.00 psf non-concurrent live load.
Webs 2x6 SP SS
:Lt Level Return 2x4 SP#3: Deflection meets U360 live and L/240 total load.Creep increase factor for dead load is 1.50. by i
.t
Lumber value set"1313"uses design values approved 1/30/2013 by ALSC w"
Wind loads and reactions based on MWFRS with additional C&C member design. Ste'
Left end vertical not exposed to wind pressure.
11-13/16"
R=-29# U=35# NAILED
12
4.24 p
T1 1112X4
=2X4(R
T -3x4 N
a
°o iV
o, M 1 N
v
(V
W1
FMN
13
81
1'5-5/16" �{
t= 1'111-11/16" )j
R=151# Rw=224# U=62# RL=39/-27# W=9-1/2"
(Rigid Surface)
R=18/-9# U=9# NAILED
DESC.= HJ1 SEQ= 961779
PLT.TYP:WAVE ryDESIGNCRIT"FSC2014REWPI-2007FT/RT"20k(O%y0(0)CARE IN FABRICATINGQTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=1.0000
�+ REFER 70 SCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF
�'"�j•�''jF., 218 NORTH LEE STIR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
y;1•x`4 J7'� !f`�•"15>,a LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE
�t TC DL 15.Opsf DATE o1-27-zot7
INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURE PANELS AND BOTTOM CHORD SHALL HAVE A
PROPERLY ATTACHED RIGID CEILING.
'IMPORTANT" FURNISH COPY OF THIS DESIGN TO_INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRWG
INC. F�3_k�+ `? '• -t � IN
CON ORMANCE WITH TPPSHALL NOT BE RESONSIBLE OR FABRICATING,HANDLING,SHFOR ANY DEVIATIONO PING,INSTALLI G&BRACING OFTHIS DESIGN;ANY FAILURE TOT RILD USSES.THETRUSS DESIGN BC LL O.Opsf CM
CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR
y`°'+1 PLATES ARE MADE OF 20118/16GA(W,WSS/K)ASTM A653 GRADE 40160(W,KIH,SS)GLV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 10505
IMLA 1964-�T:+-�5^s°v3, EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
^ 'a'r,iz2,°"'sf-.j 0744.i'A 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#: 17HS009
51l.G;!T,L-0j,26Y14 TAT3.Fi9S= DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIDR 1 2 OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE
BUILDING DESIGNER,PER ANS fTPISEC. SPACING 24.0" TYPE HIP JACK
Job:(17HS009)/P1 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Set:13B(Effective 6/1/2013) 170 mph wind,21.48 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT Il,EXP B,wind TC
Top chord 2x4 SP#2 N
DL=5.0 psf,wind BC DL=5.0 psi.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"l 3B"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 L/360 live and L/240 total load.Creep increase factor for dead load is 1.50.
MWFRS loads based on trusses located at least 21.48 ft.from roof edge.
_=3X4
12
6
T1
T1
i+1
2X4(D8R @ 2X4(D8R)
3T
3'10"
B1
R=127pif U=100p1f RL=7/-7pif W=3'10"
(Rigid Surface)
DESC.= P1 SEQ=
PLT.TYP:WAVE DESIGN CRR8
=FBC2014RES/rP1-2007 QTY=9 TOTAL=9--TMMF,5 REDONE REV. 16.01.01D.0710.12 SCALE 9=1.0000
R N '• I=XFREME CARE IN FABMD=.TTANDLING,SHIPPING,INSTALLING AND BRAGINU.
REFER 70�CSI BUILDING COMPONENT SAFETY TY INFORMATION PUB
LISHED BY TPI T
). (TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF
218 NORTH LEE NTR.,SUITE SA ALEXANDRIA,VA.PRIOR
AND WTCAPERFORMING
(WOOD TRUSS COUNCIL OF AMERICA,ER ENTERPRISE TC DL 15.Opsf
.:4 r N T 't/, -�'f•�: LN,MADISON,WI 53779)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE DATE 01-27-2017
t
INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
PROPERLY ATTACHED RIGID CEILING.
317W ?A '*IMPORTANT'* FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRWG
INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN O.Opsf CM
1''f'' '�_z '�_"^`• ✓•) CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES. DESIGN BC LL
CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR
PLATES ARE MADE OF 20118/16GA(W,WSS/K)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 31000
t�. c s�Sai'4 7r30v" EACH FACE OF TRUSSAND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
"954j 974;91+'a 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#:17HS009
.7'YZ W.W. 3k'rMAr.-S DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
1*?')kt6FAa-'•ILS2 DESIGN N SHOWN.THE AS R 2
SUITABILITY ANDUSOF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE VAL
Job:(17HS009)/P2 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Set:13B(Effective 6/1/2013) 170 mph wind,21.38 ft mean hgl,ASCE 7-10,CLOSED bldg,Located anywhere In roof,RISK CAT II,EXP B,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 CBC member design.
Lumber value set"l3B"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 L/360 live and L/240 total load.Creep increase factor for dead load is 1.50. f
MWFRS loads based on trusses located at least 21.38 ft.from roof edge.
r 1'6" 10"
T 12 =3X4
1 6F,-
T1
T1
1
@ 2X4(D8R)
0
JL 3-112* 8R)
3'10"
B1
R=127plf U=100plf RL=6/-6plf W=3'10"
(Rigid Surface)
DESC.= P2 SEQ= 961813
PLT.TYP.WAVE ryDyEpSIGNCRIIT-FBC2014RESITPI-2007FTIRT"20%(0%y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=1.0000
Y,�>.•,.,y�� REFERNbESRE IRE EXIHEME CARE IN FABRICATING,HANDLING,SHI
PPING,INSTALLING AND BRACING.
SCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF
r 218 NORTH LEE STIR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
N,MADISON,WI FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE
I
.�=�.,.-...;r_.,.,,..,.�__:.-._•,.�%:����.?;.., NDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A TC DL 15.Opsf DATE 01-27-2017
5�.yp 3r-ti� PROPERLY ATTACHED RIGID CEILING, BC DL 1 O.0 Sf
IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, p DRWG
,;'i,j ¢s INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN O.Opsf CM
" 1^� •x'+ ' ✓y �'R' CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING 8 BRACING OF TRUSSES.DESIGN BC LL
-`w.,,-.. -„�•%•F'•••.,�,SF � %” CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR
PLATES ARE MADE OF 20/18/16GA(W,FUSS/K)ASTM A653 GRADE 40/60(W,N/H,SS)GALV.STEEL.APPLY PLATES TO TOT-LD. 55.Opsf O/A LEN. 31000
':tV X c EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A•Z.ANY
r3+E i1,954)9i>+-iC967fi 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#:17HS009
a12G:`f.VJ 3,*ii:fj!t ,g,jq,p�a DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
n� 8.4P ti ty 2W' �i "�R DESIGN SHOWN. THE SUITABILITY
A SEC.2.
OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE VAL
i
Job:(17HS009)/V8 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Set:13B(Effective 6/1/2013) 170 mph wind,15.31 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 4.50 ft from roof edge,RISK CAT ll,EXP B,
Top chord 2x4 SP#2 N wind TC DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18
Bol 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"136"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 L/360 live and L/240 total load.Creep increase factor for dead load is 1.50.
t_ 4
4' _I
=4X5
12
6 T1
N T1
W1
2X4(D8R)
0 8R) 1112 4
8'
B1
R=113pif U=100plf RL=-6plf W=8'
(Rigid Surface)
DESC.= V8 SEQ= 960992
PLT.TYP:WAVE yyDyyESSIGNCRIIT=FBC2014RES7rPI.2007FTIRT=20%(0%y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=1.0000
TRUSSES HE UIRE E
REFERN�O SCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY XIREMt CARE:IN FABRICATING, TPI(TRUSS PLATE INSTITUTE,SHIPPING,INSTALLING AND TC LL 30.Opsf REF
218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA.22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
j;;Y a;9`•y,}��r�,sr'"i}"`'�,,,. LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE TC DL 15.Opsf DATE 01-27-2017
f?;1..,...,•.:r.,....., ,,,.,,,, ..,�„,,:,^T,;: a INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
1N yP PROPERLY ATTACHED RIGID CEILING. BC DL 1 O.O Sf
"IMPORTANT” FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, P DRW G
'S3'S•t+,Ll �v�^aa' Yh ..C'#:t INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN O.Opsf CM
CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES. DESIGN BC LL
CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR
PLATES ARE MADE OF 20118116GA(W,H/SS/K)ASTM A653 GRADE 40/60(W,KIH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 8
EACH FACE OF TRUSS AND,UNLESS 1rA'�i a:95Q�b-'d."o INSPECTION OF PLATES FOLLOWED BYT(1)SHALL BE PER ERWISE EANNEX A3 OF TPD ON THIS GN2002 SEC. PER
SEAL OIN THIS NGS OA-Z.ANY
aDRAWINGINDICATES ACCEPTANCE OFPROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DUR.FAC. 1.25 JOB#:17HS009
yY�1l� ���.111133'iD:iF DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE
3 !8<4IVLYZ??c'•�.A`fiT+�1c f�1R1�L BUILDING DESIGNER PER ANSI/TPIISEC.2. SPACING 24.0 TYPE VAL
Job:(17HS009)/V4 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Set:13B(Effective 6/1/2013) 170 mph wind,15.81 fl mean hgt,ASCE 7-10,CLOSED bidg,Located anywhere in roof,RISK CAT Il,EXP B,wind TC
Top chord 2x4 SP#2 N DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18
Bol chord 2x4 SP#2 N Wind loads and reactions based on MWFRS with additional C&C member design.
Lumber value set"l 3B"uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non-concurrent live load. /n
See DWG VAL180101014 for valley details. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 1.50.
f 2' —2-
12 =3X4
6
T1
T1
i 2X4(D8R @ 2X4(D8R)
4'
81
R=113plf U=100plf W=4'
(Rigid Surface)
DESC.= V4 SEQ= 960995
PLT.TYP.WAVE EXTREME CARE IN FABRICATING,HA SHIPPING,, NST LUNG AND BRACING.
yDyESSIGNCRIT-FBC2014REMP1-2007FT/RT-20%(0%y0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=1.0000
REFEM$CSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 3O.OpSf REF
218 NORTH LEE.a 4, �r ay LN,MADISON,WI 53719)OR SASUITE FETY PRACTICE PRIOR TO PERFOAND WTCARMING NGOTHESE FUNCTIONS. UNLESSD TRUSS COUNCIL OF IOTHERW OT6300 HERWISE
:..„.,:,,q7,�y'r.,;;, ���,,;,�,L^ a,+k,q INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A TC DL 15.Opsf DATE 01-27-2017
gtr �7,P;�ti PROPERLY ATTACHED RIGID CEILING. BC DL 1 OO Sf
x�f' s,r e. "IMPORTANT'* FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, . P DRW G
_y +5 �7�,y�•�. INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN
_�^-7: +• � +�= %� CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES.DESIGN BC LL O.Opsf CM
•=..y ( `,M•-° "�:;,,, ” CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR
PLATES ARE MADE OF 20118116GA(W,HISS/K)ASTM A653 GRADE 40160(W,KIH,SS)GALV.STEEL.APPLY PLATES TO TOT-LD. 55.Opsf O/A LEN. 4
t1 i!c 9: 3 A°ik EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
^ in'Fxxz Vis:)0742.M 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#:17HS009
5:2Ci:i.1Fd..li?hTMP 1gT;tiR DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
�vgg,�1a ryty agg���n 3it5� DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" VAL
BUILDING DESIGNER PER ANSI/TPI 1 SEC.2. TYPE
Job:(17HS009)/MV12 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Set:13B(Effective 6/1/2013) 170 mph wind,16.35 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT II,EXP B.
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
Right end vertical not exposed to wind pressure. f
Lumber value set"136"uses design values approved 1130/2013 by ALSC C'
Bottom chord checked for 10.00 psf non-concurrent live toad.
Deflection meets U360 live and U240 total toad.Creep Increase factor for dead load is 1.50. 4(j
MWFRS loads based on trusses located at least 16.35 ft.from root edge. See DWG VAL180101014 for valley details.
1112X4
T1
12
6
W2
1112X4
io
W1
p 2X4(DBR)
I X4 114
12'
B1
R=113plf U=100plf RL=11/-3pif W=12'
(Rigid Surface)
DESC.= MV12 SEQ= 960862
PLT.TYP:WAVE yOrSIGNN�CRIT-FBC2014RESrrPI-2007FT/RT=20%(0%v0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.5000
SHIPPING.INSTALLING AND BRACING.
REFER TO SCSI(BUILDING COTRUSSRFONENT SAFETY INFORMATION),PUBLISHED BY MPTPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF
y, 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
,�.=.,:,•,.; •..�.,,,;`,C�r,;,, {5, ",',any INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A TC DL 15.Opsf DATE 01-27-2017
gl:;yp��� ,yTv�l PROPERLY ATTACHED RIGID CEILING.
+ rUO s.tlnec •IMPORTANT• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRW G
i"
'"`j 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
""••+�,1_ ,',,, CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR
PLATES ARE MADE OF 20/1811 GGA(W,WSS/K)ASTM A653 GRADE 40/60(W,K H,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Opsf O/A LEN. 12
i %'t c i9'�33 S+7✓-a'43°3 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
• FArci'.k Q M-1,199*9 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#:17 S009
5 V^.W,,366 TMP DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
�• 8i1 a�TtY� '' � '�� `� DESIIGNS OWN.THE PER SUITABILITY I1SE2
USE
OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THEBUILDISPACING 24.0" ITYPE VAL
G i•
t" •
Job:(17HS009)/MV10 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Set:13B(Effective 6/1/2013) 170 mph wind,16.85 ft mean hgt,ASCE 7-10,CLOSED bldg,not located within 9.00 ft from roof edge,RISK CAT Il,EXP B,
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
Right end vertical not exposed to wind pressure. ri
Lumber value set"13B"uses design values approved 1/30/2013 by ALSC
Bottom chord checked for 10.00 psf non-concurrent live load. i J
Deflection meets U360 live and L/240 total load.Creep increase factor for dead load is 1.50.
MWFRS loads based on trusses located at least 16.85 ft.from roof edge. See DWG VAL180101014 for valley details.
1112X4
T1
6 � 1112X4 W2
in
W1
v 2X4(D8R)
I X4
1112X4
10'
81
R=113plf U=100plf RL=11/-3plf W=10'
(Rigid Surface)
DESC.= MV10 SEQ= 960859
PLT.TYP:WAVE ry(DyESSIIGN�CRIr-FBC2014RESRPI-2007 FT/RT-20%(0%y 0(0) QTY=1 TOTAL=1 REV. 16.01.01D.0710.12 SCALE=0.5000
`,,�,="'�•-,� REFER TSHIPPING,INSIALLING AND URAGINU.
O SCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBTRUSSES REQUIRE EXTREME CARE IN LISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30.Opsf REF
( 1�•� 218 NORTH LEE STIR.,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 TC DL 15.Opsf
INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A P DATE 01-27-2017
PROPERLY ATTACHED RIGID CEILING.
_11` `11 "IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.0psf DRWG
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
""_•"•.,,., ,,,,,,w^"``"+�w;,,,,, "„r°' CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR
^+• PLATES ARE MADE OF 20/18116GA(W,H/SS/K)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO
I'CiLc POO°?�at'3✓1 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY TOT•LD. 55.Opsf O/A LEN. 10
?7YriAa:3 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#:17HS009
alyz P4"Trd,IEdh TZPF'3,fm DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
1-33"FiAN4)i3::'S.�atfi' "�D `• DESIGNS DESIGNER, ERITABILITY AND ANSI/TPI 1 SEC2USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THEBUILDISPACING 24.0" ITYPE VAL
t�
I -
Job:(17HS009)/MV8 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,Located anywhere in roof,RISK CAT ll,EXP B,wind TC
DL=5.0 psf,wind BC DL=5.0 psf.GCp)(+/-)=0.18
Top chord 2x4 SP#2 N
Bot chord 2x4 SP 92 N Wind toads and reactions based on MWFRS with additional C&C member design.
Webs 2x4 SP#3
Right end vertical not exposed to wind pressure. }
Lumber value set"13B"uses design values approved 1/30/2013 by ALSC
Bottom chord checked for 10.00 psi non-concurrent live load. �L`
Deflection meets U360 live and U240 total load.Creep Increase factor for dead load is 1.50. 1
See DWG VAL180101014 for valley details.
MWFRS loads based on trusses located at least 15.00 ft.from roof edge.
1112X4
T1
12
6 P
sr
W1
8R) 4
8'
B1
R=113plf U=100pif RL=10/-3pif W=8'
(Rigid Surface)
DESC.= MV8 SEQ= 960856
PLT.TYP:WAVE yyOFpSSIGNNN��CRIT=F8G20I4R£SrrP6 )<
2007FT/RT-20%(0% 0i0) QTY=2 TOTAL=2 REV. 16.01.01D.0710.12 SCALE=0.7500
REFER 70 BCSI(I FtUbbE5 REWIRE EXTREME CARE IN FABRICATING,HANDLING,SHIPPINQ.INS IALLINU AND BRACING.
BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, TC LL 30•apstREF
yr sp 218 NORTH LEE STR.,SUITE 312,ALEXANDRA,VA 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
LN,MADISON,W153719)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 15ApS DATE 01-27-2017
;s:....•u: �.•�.'.�•.>._.:• v BC DL 10.Qpsf DRWG
W��r�, ��+� PROPERLY ATTACHED RIGID CEILING.
IT 'rM -124 -IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS,
rp ,p*�«; r, —,y7� •.� a. INC„SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN
,r iS _ .� CONFORMANCE WITH TPI;OR FABRICATING.HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES.DESIGN BC LL 0.0ps CM
CONFORMS t .•-^'`t"""-�.,,,,,,,�, PLATES ARE MIADE OF TH 20181 6GA(W,WSS/K)A TM(NATIONALBLE PROVISIONS OF NOS653 GRADE 40/0(W,KIH,SS)GALV.6 EEL.APPLY PLATES TOAND TPI.ALPINE CTOR TOT.LD. 55.Opsf O/A LEN. e
R �
"VIA, 1�;075--'3^38'3 EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
,n :b`.2;iso 074'S'. I.3 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#:17HS009
ri
.7�3it TaSBFtat a
aA26:'I 1; DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
9,.4:r.�4"Qd'Y a3 4c DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE VAL
BUILDING DESIGNER PER ANSIITPI 1 SEC.2.
iF
Job:(17HS009)/MV6 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Set:13B(Effective 6/1/2013) 170 mph wind,15.23 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT 11,EXP B,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.
Webs 2x4 SP#3
Lumber value set"13B"uses design values approved 1/30/2013 byALSC Right end vertical not exposed to wind pressure.
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.
MWFRS loads based on trusses located at least 15.23 ft.from roof edge. See DWG VAL180101014 for valley details.
1112X4
T1
12
6
t7
W1
8R)
1113X5
6'
B1
R=113plf U=100plf RL=10plf W=6'
(Rigid Surface)
DESC.= MV6 SEQ= 960853
PLT.TYP:WAVE �yDESIGN CRR=F8C20I4RESRPI-2007FT/RT=20%(0%y0(0) QTY=2 TOTAL=2 REV. 16.01.01D.0710.12 SCALE=1.0000
Rt�(N
TRUSSES HL:QU1I F EXTREME CAREIWMRICATING,HANDLING,SHIPPING,INSTALLING AND BRACING.
x�,..-..w":-.•.,�• R "
SI(OgCBUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY
TPI(TRUSS PLATE INSTITUTE, TC LL 30.0psf REF
218 NORTH LEE STIR.,SUITE 312,ALEXANDRIA,VA 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
NDICAT DISCED. LL SHALL HAVE P OPERLY ATTACHED STRUOCTUIRALFOR SAFETY PRACTICES PRIOR TO NG TPANELS ANDHESE TBOTT MNCHORD SHALESS LwHAVE A ISE
TC DL 15.Opsf DATE 01-27-2017
PROPERLY ATTACHED RIGID CEILING.
'*IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.0psf DRWG
,p?. y.�*'� l,, n H ^AgNt INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN
' ; 167MC" TRIM'S''ISI` CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES. DESIGN BC LL O.Opsf CM
f "";�«°"'� "•"=�' CONFORMS WITH APPLICABLE PROVISIONS OF NDS NATIONAL DESIGN SPEC,BY AF&PA AND TPI.ALPINE CONNECTOR
�,�~"` 7"� ��•�""v '" -1 PLATES ARE MADE OF 20118116GA(W,HISSIK)ASTM A653 GRADE 40/60 (W,KIH,SS)GALV.STEEL.APPLY PLATES TO TOT,LD. 55.Opsf O/A LEN. 6
10.ffA 6T1+4; f' K EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
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#:17HS009
al?X;3 tv;:1:>?:tr TkT.ki.P.ta31 DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN.
OWN.THE SUITABILITY AND
ANSI PI 1 SE2USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE
BUILDING SPACING 24.0" ITYPE. VAL
Job:(17HS009)/MVA THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Set:13B(Effective 6/1/2013) 170 mph wind,15.73 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT II,EXP B,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 Wind toads and reactions based on MWFRS with additional C&C member design.
Webs 2x4 SP#3
Bottom chord checked for 10.00 psf non-concurrent live load. �
Lumber value set"136"uses design values approved 1/30/2013 by ALSC `
Deflection meets L/360 live and U240 total load.Creep Increase factor for dead load is 1.50. ((
See DWG VAL180101014 for valley details.
MWFRS loads basad on trusses located at least 15.73 ft.from roof edge,
1112X4
12 T1
6 (%
N
W1
y 8R)
1112X4
B1
R=113ptf U=100plf RL=9plf W=4'
(Rigid Surface)
DESC.= MV4SEQ= 960850
PLT.IYP.-WAVE yyDESIGN CRIIIT-FOC2014RESFTPI-2007FT1RT"20%(0%YCIO) QTY=3 TOTAL=3 REV. 16.01.01D,0710.12 SCALE=1.0000
SES,a�,•• REFERN7`O BOSi(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI( TRUSS PLATE INSTITUTE, TC LI-SHIPPTNG,INSTALLING AND BRACING. 3O'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 TC DL 1 S.O�}Sf DATE 01-27-2017
INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A
PROPERLY ATTACHED RIGID CEILING. BC DL 1O.OpSf DRWG
••IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS,
m• �1, +� 1. INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN BG LL 5QPSf CM
t4;.tces.�j .fS 7M CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING 8 BRACING OF TRUSSES.DESIGN
CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AFBPA)AND TPI.ALPINE CONNECTOR
PLATES ARE MADE OF 20118116GA(W,H/SS/K)ASTM A653 GRADE 40/60(W,KIH,SS)GALV.STEEL.APPLY PLATES TO TOT.LD. 55.Q[JSf O/A LEN. 4
't ldyA%AVI�yI;�? ••3'�F33r EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
F'e'A.'1:454)V74.4�'D 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#:17HS009
Ydb N.W.1:1611RUtP'ttJ"m DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
.�'t S8•.gFc"i�T;�ZF.T,-'ati�'ciw �3t#i� DESIGN SHOWN.THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" TYPE VAL
BUILDING DESIGNER PER ANSUTPI 1 SEC,2.
a
Job:(17HS009)/MV2 THIS DWG.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Value Set:13B(Effective 6/112013) 170 mph wind,16.23 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT II,EXP B,wind TC
Top chord 2x4 SP#2 N
DL=5.0 psf,wind BC DL=5.0 psf.GCpi(+/-)=0.18
Bot chard 2x4 SP#2 N Wind loads and reactions based on MWFRS with additional C&C member design.
f j
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 load.Creep increase factor for dead load is 1.50.
MWFRS loads based on trusses located at least 8.11 ft.from roof edge.
12
6
T1
g2X4(DBR
1
2'
B1
R=113pif U=100p1f RL=11plf W=2'
(Rigid Surface)
DESC.= MV2
=
PLT.TYP:WAVE ��OEgqSIGNCRIT=FBC2014RESRPI$007FTRT=20°k(0°hv0(0) QTY=4 TOTAL=4 REV160101D.0710.12 SEQ 960847
. . .
SCALE=1.0000
REFETRUSSES REQUfRE_EXI RPME CARE IN FABRICA1 ING,HANDLING,SHIPPING,INSTALLING AND BRA ING.
RNBCSI(BUILDING COMPONENT SAFETY INFORMATION),PUBLISHED BY TPI(TRUSS PLATE INSTITUTE, C TC LL 30.Opsf REF
218 NORTH LEE STR.,SUITE 312,ALEXANDRIA,VA 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA,6300 ENTERPRISE
Us` 7 i;t;f,F. �. 7.;�,• LN,MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISEDATE 01-27-2017
;a= :••,��..'•.�,..•,:..=.. ,,.r;;.tti,.i:'�,.,.:';.=,�,a INDICATED,TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A TC DL 15.Opsf
'it �a'�.•y),g14r;� PROPERLY ATTACHED RIGID CEILING. -
.S '+.F..Y+,•=Geoc+ "IMPORTANT' FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR.ALPINE ENGINEERED PRODUCTS, BC DL 10.Opsf DRWG
INC.,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS IN BC LL O.Opsf CM
�""� �• _-'4^ �'••r'3' CONFORMANCE WITH TPI;OR FABRICATING,HANDLING,SHIPPING,INSTALLING&BRACING OF TRUSSES. DESIGN
CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC,BY AF&PA)AND TPI.ALPINE CONNECTOR
PLATES ARE MADE OF 20118/16GA(W,H/SSIK)ASTM A653 GRADE 40/60(W,K/H,SS)GALV.STEEL.APPLY PLATES TO TOT,LD. 55.Opsf O/A LEN. 2
3"f3SF i a7�i 3.�$% EACH FACE OF TRUSS AND,UNLESS OTHERWISE LOCATED ON THIS DESIGN,POSITION PER DRAWINGS 160A-Z.ANY
avlXz$?454)v7P'Mo INSPECTION OF PLATES FOLLOWED BY(q SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3.A SEAL ON THIS DUR.FAC. 1.25 JOB#: 17HS009
.11156�'.cZIMAT—m DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
11M'aFA`,L"T')UUAAME4FLXM514 DESIGNSHOWNNERESUIIANSRPI�ECS2OFTHISCOMPONENTFORANYBUILDINGISTHERESPONSIBILITYOFTHE SPACING 24.0" TYPE VAL
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 —M), WHEN ANCHORAGE
SHEATHING FIG. 1 IS NOT AVAILABLE AS SHOWN IN FIG. 2 THE DIAGONAL
COMPRESSION WEBS, TO PREVENT THIS BRACE RESTRAINT (DBR — ) MEMBERS ARE 2X4'S,
1 1 BEFORE AND AFTER FAILURE, ANCHOR THE ENDS OF WHICH ARE ATTACHED TO TOP & BOTTOM
1 1 BUCKLING. OR RESTRAIN THE CHORDS. THE DIAGONAL BRACE MAY BE ATTACHED.DIRECTLY TO
1 I I 1 I
LATERAL B AIN-1 THE CLB OR TO THE WEB OPPOSITE THE CLB. USE THE SAME
NAILING SHOWN IN FIG. 3A.
II II II CONTINUOUS LATERAL BRACING
I 1 I (CLB) MAINTAINS SPACING, BUT USE METHOD SHOWN IN
I / I PERMITS LATERAL BUCKLING FIG. 2, 3A & 3B, OR
OF ALL WEB MEMBERS AT ANOTHER STRUCTURALLY
THE SAME TIME. SOUND METHOD SPECIFIED
BY PROFESSIONAL FIG. 3B
BEARING FOR TRUSSES ENGINEER OR ARCHITECT,
FIG. 2 FIG. 3A
ANCHORAGE BY BUBUILDINGT.ING DESIGNER DIAGONAL BRACE RESTRAINT ATNT (MjF) EXAMPLE TRUSSES
(OTHER ANCHORAGE PROVISIONS WITHIN THE UNIT A & 3Bl
FOR OTHER TYPES OF WALLS).
SHEATHING SHEATHING $ &
COMPRE93ION WEB,
ANCHORAGE (BY BUILDING SLOPING OR VERTICAL
DESIGNER) INTO SOLID END < OR WEB NEEDING
7
APP
WALL — RESTRAINS LATERAL 480\ BRACING.
U
BRACING, THEREBY
PREVENTING WEB BUCKLING.
CLB CUB
COMPRESSION WEB 2X4 X13 OR STUD GRADE DBR NAMED
CEIdNG TO OPPOSITE SIDE OF WEB AND
REPEATED AT APPROXIMATELY 20 FOOT
CEILINGINTERVALS 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.
»WAVXING"MD AND rouoT All XOTM ON TMS MMM
Tr requtm e:lreme Dare In fabrf-Un&h-d1loz-Wppb3&tn-laMns ead brady. My to sad fon— REF BRACE RESTRAINT
D=(B.Maj C—Pao-t aafet feta—tfea,by 1'rt.nd TTCA)for-fair pa+dfoaa per to p f rte¢
.L°bee.D �m°'LL`mef wnb,t� a�ev b.e ayothat'edtop,+d°a'd DATE 1/1/09
. ■B3:D'f �tbb..Zro�b +fe�PW -ebfnf�t=�'ODed p`D� DRWG BRCLBANCO109
-wbmm- r==copy or ams mtmaN m,=uuA% q,FOR1RAMz
PfT DuDdla,Compoaaata Oroup Tae.UMBCO)shall mt be bId fm d"ti—from thL dedso, .
Building Components Group Inc. Myt-Dme}a bv0d the truce to ooafornaaw wMh TPL m fa Ums,hand!!y ahtppW,foatambg k
bmdog of in—r. rraW oonua t=pfatn ere—A of m/1a/jWA(W,D/a/X)ASTM Anal v.%37/40/80
FVIUXasf
)C.aWt Appjr p4tr to—14-141a of bvm podtforud u shown abon sad=)dat Dowin. '
A —LLL drawing ar omv pye bud.tm aoowt—a sad pr f-e nd etglna..tug reaponznmty ea*
far the tm.a oompoaeat dadg--Lown. The aaftablfiir-�—e--f tl f oomp—t,for aqr buW1.1 V the
tdDir o!the Ehdldlai Deal�aer per AN37hP[1 BM IL
Earth City,MO 63045 — 'wwrStwbos.oma;TP1.rww.lpla-t.oam;%'ml www.-bdnduatrr•o=M.w A oaefe..V
GENEI(®®��{{`t0 L NOTES NOT AS GENERALES HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES
Trusses are not marked in any way to identify Los trusses no erten marcados de ningtin modo que RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES.
the frequency or location of temporary lateral idendfique la frecuencia o localizaci6n de restricci6n lateral &Warning!Don't overload the sane.
restraint and diagonal bracing.Follow the y arriostre diagonal temporales.Use las remmendaciones iAdvertencia![No sobrecarga la gr6a!
recommendations for handling,installing and de manejo,instalaci6n,restriod6n 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 PraLtica Do not lift a group of individually banded bundles.
Refer to BCSI Guide to Good Practice for para el MariInstalad6n Restriod6n y Arriostre de los
Handling Installing Restraining&Bracing of Trusses de Madera Conectados con Placas de Metal para Nunca use s6lo los empaques para levantar un paquell
Metal Plate Connected Wood Trusses for more informad6n mos detallada. No levante un grupo de empaques individuates.
detailed information.
Los dibujos de dise"no de los trusses pueden especifimr las A single lift point may be used for bundles
Truss Design Drawings may specify locations of localizaciones de restricci6n 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 to the BCSI-133 resumen BMEB3-Restricd6n/Arriostre Permanente cle trusses up to 60'. 16 Warning!Do not over load suppottinc
Summary Sheet-Penman n R train/Bra'ng Cuerdas v Miembros Secundarios para mer informad6n. Use at least 3 lift points for bundles with structure with truss bundle.
of Chords&Web Members for more information. EI resto de los dise"nos de arriostres permanentes son la trusses greater than 60'. iAdvertencia!No sobrecargue la este
All other permanent bracing design is the responsabilidad del Dise5ador del Edificio.
responsibility of the Building Designer. Puede usar un solo lugar de levantar para apoyada con el paquete de trusses.
paquetes de trusses hasta 45 pies. �j
Ai, The consequences of improper handling,erect- ,gyp a Puede usar dos puntos dara e levantar pL{ Place truss bundles in stable position.
mg,installing,restraining and bracing can resultpaquetes mos de 60 pies. Puse paquetes de trusses en una pos
in a collapse of the structure,or worse,serious k 4 Use por to menos tres puntos de levantar para astable.
personal injury or death. ,; paquetes ni de 60 pies.
El resultado de un manejo,levantamiento, L��E JG "` �,, - INSTALLATION OF SINGLE TRUSSES BY HAND
instalad6n,restricd6n y arrisotre incorredo puede f 1yb>� INSTALACI6N POR LA MANO DE TRUSSES INDIVIDUALES
ser la caida de la estructura o a6n peor,heridos o
l/l Trusses 20' - W Trusses 30'or t
a W, or less,sup- less,support at t
' ort at eek.
P P quarter points.
0 Banding and truss plates have sharp edges.Wear *r Levante Levante de
gloves when handling and safety glasses when �"rr
cutting banding. / f del pica los los cuartos
trusses de de tramo los
Empaques y placas de metal t enen border r 20 les o
all Use uantes lentes rotectores cuando n I Trusses up to 20' -y I trusses de 30 I Trusses up to 30'
9 Y P �t _ menos. Trusses haste 20 pies pips o menos. Trusses hasty 30 pie
torte IDS empaques.
HOISTING OF SINGLE TRUSSES—LEVANTAMIENTO DE TRUSSES INDIVIDL
HANDLING E1 P1�ii®E�1 1 �i Hold each truss in position with the erection equipment until top chord temporary lateral rest
®�C 9� .8 Lz'_I Is installed and the truss is fastened to the bearing points.
Avoid lateral bending.—Evite la Flexion lateral. Sostenga cada truss en posid6n con equipo de gnia hasta que la restricci6n lateral temporal
!� Use special care in Udlice cuidado cuerda superior este instalado y el truss este asegurado en IDS soportes.
P•` windy weather or especial en dials
near power lines ventos is o cerca de r Warning!Using a single pick-point at the peak
and airports. cables electricos o de can damage the truss.
aeropuertos.
iAdvertencia!EI use de un solo lugar para
levantar en el pito puede hater dano al truss.
Spre54Z
for t
HOISTING RECOMMENDATIONS FOR SINGLE
TRUSSES 60'or less
The contractor is responsible for properly RECOMENDACIONES PARA LEVANTAR TRUSSES
receiving,unloading and storing the trusses O O INDIVIDUALES
at the jobsite.
EI contratista tiene la responsabilidad de !._✓,{Use proper rig- Use equipo apropiado npPr° vz
recibir,descar ar almacenar adecuada- gin and hoisting Tagline
truss length
g y g g para levantar e
mente IDS trusses en la obra. equipment. im rovisar. TRussEsupro3o'
p Preatler bar TRUSSES Hl 30 PIES
llmi
• � .e..,..1........,_.,....__
Tae-in —in Asch
y? 7 ` ;� �, r „u Locate Spreader bar 10'D.C.
,\ ;: •' <'`" `� Spreader her l/2 to above or sGrfhack max.
:�... •iii.s.`';."r' \; � y:a. "
..:; 2/3 truss length � mid-height
:` n. ,�••.:., ;...fY-t r c c4r.^x,T Tagline
�.� � •,):�;:- ''• TRUSSES UP TO
TRUSSES HASTA 60.
r '•',}h,�' �=-��� t '- - r t-
Spreads
r bar 2/3 to
3l4 Wss length
V, Tagline
!�If trusses are to be stored horizontally,place TRUSSES UP TO AND OVER 60' —
blocking of sufficient height beneath the `7 TRUSSES HASTA Y SOORE 60 PIES
stack of trusses at So to 10'on center. ® un ve not store almacene
troTEMPORARY RESTRAINT & BRACING
For trusses stored for more than one week, unbraced bundles verticalmente los ® �!!- ,p. �g p®p�
cover bundles to prevent moisture gain but upright. trusses sueltos. ODES 13 RICCIO N Y A'9IORIOSTRE TEMPORAL
L
allow for ventilation.
Refer to @CSI Guide to Good Practice for - r Refer to BCSI-62 Summer Sheet-Truss
H nd ing Installing,Restraining&Bracing Installation&Temporary Restraint/Bracing for -<---jTop Chord Teml
Of Metal Plat no ed Wood Trussed "
° more information. �� " 'ti t'✓ iteral Restrain
for more detailed information pertaining to Vea el resumen BCSI B2-Restricd6nl : 2x4 min.
handling and Iobsite storage of trusses. y Arriostre Temporal y Instalaci6n de IDS / i ��
c" Trusses para mos informad6n.
Si los trusses estaran guardados horizon- Locate ground braces for first truss directly in
�i
talmente,ponga bloqueando de allure line with all rows of top chord temporary lat-
suhdente 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 tierra para el primer
Para trusses guardados por mos de Una uneven ground. tierra desigual. truss directamente en linea con cada Una de Brace first truss
semana,cubra IDS paquetes para prevenir, a* _ las filas de restriction lateral temporal de la I ag--securely before
aumento de humedad perp permita venti- cuerda superior(vea la table en la pr6xima erection of addi'
laci6n. columna). I' trusses.
Vea el folleto BCSI Guia de Buena Pr6ctica ;
Do not walk on unbraced
amara el Manejo.Instalaci6n Restriction kAr
'r'o tres de IDS Trusses de Madera Conectados - _-.__ trusses.
con Placas de Metal para informaci6n m6s r _ No camine en trusses
detallada sobre el manejo y almacenado de #' -I sueltos.
IDS trusses en area de trabal
s
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 6" O.C.
BRACE IS A
THIS DETAIL IS ONLY APPLICABLE FOR CHANGING THE SPECIFIED MINIMUM WEB
CLB SHOWN ON SINGLE PLY SEALED DESIGNS TO T—BRACING OR SCAB MEMBER 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 2X8 2-2X4 NO MORE THAN (1) SCAB PER FACE.
2X8 1 ROW 2X4 1-2X8 ATTACH WITH 10d BOX OR GUN
2 (0.128"x 3.",MIN) NAILS.
X8 2 ROWS 2X8 2_2%4(#)
AT 6" O.C.
2X8 1 ROW 2X6 1-2X8 BRACE IS A MINIMUM
2X8 2 ROWS 2X8 2-2X8(*) 809 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.
»WAiamiti»RW AND MUM AM Stared ON TWI tin TC LL PSF REF CLB SUBST.
rrtu—rrgebe.atnone oar.1.Lbrlo.ttor.baadH-&ahIPa1W,mstam g dad br+dal• Bdrr to.ad!Dame
ncSl"dta9 compon-t B+td7 b�tor Uaa,by epi ead,WrCA)ter retry ya.ottor Prior to periarmtat
ITYtb.rr faeatks= bwt&Uas duIl ted•tam ta.dat Bar. aaiv WW othertdw.top abord TC DL PSF DATE I f i j09
.be8 hoe proparb ettaebai rlraatoral P+anN eaa bottom shoed.hes bei.r Pxopeab rthoLod rldd
ena#on.% :By.�ibb jahr enez.iiomctor pav for��t bA"°r`0 4d p°' IStb1 BC DL PSF DRWG BRCLBSUB0109
«D@aer M- rams copy or rim Butt TO DMAUAriaN COMACM BC LL PSF
SSW BaBdfa.t�ayanea{.asap fad,ttliBCp)aba8 dot b etas ay dedatlaa txom this de.ip.
SuOding Components Group Inc. ay tabor+b band th.tror m ormto�m+ao+'rftl+'fP1.or t+rlaava�.naamtnit,+htpptar.lvLlBatt k TOT. LD. PSF
braom;at trow.. ?IT=aomawsor phw are made of as/te/tocA(W.B/a/s)Aszu Aaea R•d:sr/ao/eo
(1(1WU®n�eh}r .ted. A"pUtw to"ab Lee of b podttoaad u.hotm abs"dad oa telat Dettll&
ihle dream;or sorer p.� mdioal.r gad pradedmsd enCtnerrlN rrrpoadtdBy eal+y
fm•th.tees ooaipoma t dedpt ahmra. rae.att"a�"pi caeca a.a or snt.oampon�t for.mar baamas L the DUR. FAC.
�et the De.1�er per AN3i i flee.W.
Earth City,MG 63045 st•••u bq.00m 'c r�i:..espsaet.omal •.....bch%d=try.00m:M wwAomale.on SPACING
STEPS TO SETTING TRUSSES RESTRAINT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES
LAS MEDIDAS DE LA INSTALLACI®N DE LOS TRUSSES LA RESTRICCION Y EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2
,/ 1)Install ground bracing.2)Set first truss and attach securely to ground bracing.3)Set next 4 Refer to (B I-B7 Diagonal Bracing
trusses with short member temporary lateral restraint(see below).4)Install top chord diagonal Summary Sheet 10'or 15" Repeat Diagonal Bracing
bracing(see below).5)Install web member plane diagonal bracing to stabilize the first five trusses Te orary&Per-
every 15 truss spaces(30')
oment Restrain[/
anes
(see below).6)Install bottom chord temporary lateral restraint and diagonal bracing(see below). mmfor Parallel
! 7)Repeat process on groups of four trusses until all trusses are set Chord Trusses for
1)Instate los arriostres de tiers.2)Instale el primero truss y ate seguramente at arriostre de more information.
1 i tierra.3)Instale los pr6ximos cuatro trusses con restricci6n lateral temporal de miembro torte
Vea el resumen
(vea abajo).4)Instale el arriostre diagonal de to cuerda superior(vea abajo).5)Instale arriostre _ Apply Diagonal Brace to
CSI-B7-RRstrir-
diagonal para los pianos de los miembros secundarios para estable los primeros circa trusses vertical webs at end of �
ci6n y Amiostre
(vea abajo).65 Instate la restricci6n lateral temporal y arriostre diagonal para la cuerda inferior cantilever and at bearing All Lateral Restraints
Temporal v
(vea abajo).7)Repita este procedimiento en gropes de cuatro trusses hasty que lodes los trusses Permanente de locations. lapped at least two trusses.
ester las oracles. T
Mssea de Cu rdas *Tap chord Temporary Lateral Restraint spacing shall be
Refer to BCSI-82 Summary Sheet Truss Installation&Temporary Restraint/Bracing for more Parelelas Para m6s 10'o.c.max for 3x2 chords and 15'D.c.for 4x2 chords.
Information! informad6n.
Vea el resumer BCSI-B2-Inctala ion de Tmsses y Arrioshe Temporal para mayor INSTALLING I�lSTALACI®N
informad6n. `Out
RE ,piano
Tolerances
FOR ALL PLANES OF TRUSSES Tolerances for Out-of-Plane.
EL RESTRICCION/ARRIOSTRE EN TODOS PLANOS DE TRUSSES. (� '&Ldo P'ruw Max. Truss
i LJ Tolerancias para Fuera-de-Plano. Bow Length
This restraint&bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. D/5o D(ft.)
Length--n- Marc Bow 3/4' 12.5'
Este metddo de restricci6n y arriostre es para todo trusses excepto trusses de cuerdas paraletas 114• 1'
4X2. Max.B---- Length— L 12" 2'
7/8' 14.6'
1)TOI CHORD—CUERDA SUPERIOR Max Bow 1" 16.7'
Zi Truss Span Top Chord Temporary Lateral Restraint(TCTLR)Spacing _-_-__-_ ; 3/4' 3'
Ldngitud del Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior �� Leng h r 1-1/8" 18.8'
Up to 30' 10'o.c.max. 1° 4
= 1-1/4" 20.8'
Hasta 30 pies 10 pies maximo m I Plumb 1-1/4• 5'
' 1-3/8' 22.9'
30'to 45' 8'o.c.max. f „ Tolerances for �bob 1-112• 6'
30 a 45 pies 8 pies maximoLl Out-of-Plumb. 1-1/2" 25.0'
1-3/4' 7'
45'to 60' 6'o.c.max. Tolerancias para D/5o max 1-3/4W292'45 a 60 pies 6 pies maximo Fuera-de-Plomada. 2' z8'
60'to80'* 4'O.C.max.
t 60 a 80 pies* 4 pies maximo CONSTRUCTION LOADING—CARGA DE CONSTRUCCION
} *Consult a Professional Engineer for trusses longer than 60'. Do not proceed with construction until all lateral restraint and I _
R ,-patimum Stack Holgfit�•
'Consulte a un ingeniero para trusses de m is de 60 pies. �._._ _.— \y bracing is securely and properly in place. r-
4_„','fdr hUlorlal an�7russob _E_�`- i
See BCSI-B2 for TCTLR options. y / No proceda con la construcci6n hasta que todas las restric- Material Height I
L-I Vea el BCSI-B2 para las opciones de TCTLR. '.=_--.,��� clones laterales y los arriostres esten colocados en forma
—
Refer to SCSI-B3 Sum- \�� aproplada y Segura. Gypsum Board 12•
i r �__—_—- \�
mary Sheet-Permanent _-\�_ \`\ �� Do not exceed maximum stack heights.Refer to SCSI-B4 Plywood or OSB 16•
1 Restraint/Bracing of Chords ® Summary Sheet-Coo==a LoadinQ for more information. Asphalt shingles 2 bundles
j &Web Members for Gable
End Frame restraint/bradng/ ) �! \ No exceda las maximas alturas recomendadas. Vea el resumen Concrete Block s
reinforcement information. i BCSI-B4 Caraa de Construcdo5n para mayor informad6n.
Para informad6n sabre clay ne 3-4 files high
restricci6n/arriostre/refuerzo F,/j Repeat diagonal
Para armaz6n de hastial vea LL��!!braces for each set of
el resumen BCST-B3-Re- 4 trusses.
a�
strimaneArride C Ground bracing not shown for clarity. Repita los arrisotres ® Do not overload small groups or single trusses. /
Permanente de C arias. x diagonales para cada No sobrecargue pequefios grupos o trusses individuales.
Miembros secundarios. grupo de 4 trusses.
2)WEB MEMBER PLANE—PLANO DE LOS MIEMBROS SECUNDARIOS ® Never stack materials near a peak.
Nunca amontone material cerca del pini. ,,)L lit
Place loads over as many trusses as possible.
iagonal Coloque las cargas sobre tantos trusses tomo sea posible. /<:+ �'F)=;:c•
LATERAL RESTRAINT Bracing �a•:i�f` d
Web Members L.• ii Position loads over load bearing walls. it;s
&DIAGONAL BRACING .�'
\�( Coloque las cargos sobre las paredes soportantes.
f ARE VERY IMPORTANT -\� Truss bracing not
` \.� ALTERATIONS—ALTERACIONES shown for clarity.
LLA RESTRICCI®N
`' `�-• I Refer to BCSI-B5 Summary Sheet-Truss Damage Jobsite Modifications&Installation Errors.
LATERAL Y EL y
Vea el resumen BCSI-B5 Dafios de trusses Modificaciones en to Obra Emotes de Instalad6n
ARRIOSTRE
Do not cut,alter,or drill any structural member of a truss unless
DIAGONAL ® specifically permitted b the Truss Design Drawing.
SON MUY � �` Bottom Chords Y 9 t
No torte,allele o perfore ningun miembro estructural de los
IMPORTANTEST Diagonal Braces every 10 trusses,a menos que este especificamente permiticio en el dibujo ------
® truss spaces(20'max.) del dise"no del truss.
9 10'-15'max.Same spacing as
bottom chord Lateral Restraint Some chord and web members Trusses that have been overloaded during construction altered without the Truss Manufacturers
! prior approval may render the Truss Manufacturers limited warranty null and void.
not shown for clarity.
3)BOTTOM CHORD—CUERDA INFERIOR Trusses que se han sobrecargado durdnte to construcd6n o han sido alterados sin Una autorizaci6n
previa del Fabricante de Trusses,pueden reducir o eliminar la garantia del Fabricante de Trusses.
Lateral Restraints-2x4x12'Of NOTE:The Truss Manufacturer and Tnum
ss Designer rely on the presumption that the Contractor and crane operator(B applicable)are
' `-� .` `'I 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.
�\ ��-�\ assls ed in to some aspect m the construction project,a should seek assistance from a competed party.The methods in and procedures
�� �� -���• outlined In this document are Intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY.
These remmmendatons for handling,installing,restraining and bracing trusses are based upon the collective experience or leading
Bottom \�_ - �� ���,' personnel imrolved with truss design,manufacture and installation,but must,due to the nature of respon4bilities involved,be presented
chords \� `\ \\` only as a(VIDE for use by a qualified Building Designer or Contractor.Itis not intended that these recommend ons be interpreted as
_ superior to the Building Designer's design specification for handling,installing,restraining and bracing trusses and it does not preclude the
`\\ 1"� �`•`� ' use of other equivalent methods for resNelning/bacing and providing stability for the walls,columns,gears,roofs and all the Interrelated
7 structural building components as determined by the Contractor.Thus,WTCA and TPI expressly disclaim any responsibility for damages
arising from the use,application,or reliance on the recommendations and information contained herein.
Diagonal Braces every PU ER
Y' 10 truss spaces(20'max.) In 1. TRUSS PLATE INSTITUTE
10'-15' Some chord and web members 6300 Enterprise lane•Madison,wt 53719 218 N.Lee St,Ste.312•Alexandira,VA 22314
608/2744849•www.stxindustry.com 703/683-1010•www.tpinstorg
max. not shown for clarity.
{ - BIWARNllx17 20061115
WU
IN
..
1 AM.r, iEN 060Few. -P MORON '■' . .. ._ - . _
STEPDOWN HIP CORNER SET DETAIL
HIP GIRDER (3) 16d (0.162"x3.5") TOE-NAILS
(2) 16d (0.162"x3.5") TOE-NAILS
NOTE:
CJ5 10d (0.146"x3.0) GUN NAILS MAY BE SUBSTITUTED
r
N IN PLACE OF 16d TOE—NAILS UP TO THE MAXIMUM
N v �) REACTIONS SHOWN BELOW.
0
_I CJ3 JP
(2) NAILS: R=260# U=345#
w �\ Q (3) NAILS: R=390# U=520#
0 z
o CJ1 �z
W
0
n LO
oe W
CORNER JACKS
WEBS VARY Li-
2'2'-0'
-0e 2'-0" 2'-0" 2'-0" _
�k
NOTES: `
CJ1 CJ3 CJ5
1. DESIGN BASED ON SOUTHERN PINE LUMBER.
HIP JACK
2. TRUSS TO BEARING CONNECTION BY OTHERS. TRUSS PLATES AND LUMBER
AS SHOWN, OR PER w
3. WIND LOADING BASED ON ASCE 7-10 MEAN INDIVIDUAL TRUSS DESIGNS. 0
ROOF HEIGHT 30', EXP C ENCLOSED, RISK 0
CATAGORY II a_
4. APPLICATION OF TOENAILS PER NDS-2005 **
END JACK
"IfARRlRG"READ AAD F'OLLOIf eLt RDL�09 t� TC LL 20-30 PSF REF
17usaea segalre eilretaa care In febrloattos,hendRn�,ablppin`,lnatellbu and breolna. Rater to end follow
>l�(DnDdlnp Componeat tlafety 'a' 4701=41-211
loa by 1Pl end*1-211 for safety preoticea ptlor to performfnR TC DL 7-20 PSF DATE 3/21/12
these t�motloaa. InataDen ahaII petnlde temporary breoln�Der'HIS. Unlea.aotad othmwLe,top chord
aMD Dsn p ettmhed attaattaal peaeL end bottmn chord sball have a properly ettnohed d
m a a .�s thts�p�.mi a Pre.t+ tnt >�mn�b"emII mwued Per`''ms BC DL — PSF DRWG STEPDOWN HIP
"nG=T Nr" yO11=COPY OF 1619 DffiIOR TO DWALLAt10R CORS WTM.
lrlr 9etidwt campea�to Oinap Ica(II1fDC0).ha�not ba r. sidle for an davletlon tram tht,da BC LL 10.00 PSF
b�d of Dram. �"I=roon eeote plat" made of or itet'°a(<mv/1 MesnimAM undo ;/n�o/aO TOT. LD. 37-55 PSF
Ajp PLtae mob feoe of tnvr.Podtloaed a.chows above and on hint DetafL.
A Gael en Lida daewhu or Dore:palndloatea eeoeptaaoe and taolnat�el eaatneerta=raapoaatldl!!y solely
for the train comp®en!dadQa ab.'. The ralt.un"y cad we o!thL oompoaml.[or any bufldfo�L the
rerponidbility e!the Bo1Wfa��East=er par Ax9r/�fpf t sea.a DUR. FAC. 1.25
Ply HCO wwwwdtwbod.oem; www.tpiaat.00m;Y'IYA www.abofndaatry Dom;1CC:wwwlooaafe.ord
SPACING 2-0-0
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 seated design, apply 1x4 'T' brace, 80%
Bot Chord 2x4 SP #2N or SPF #1/#2 or better, length of web, sane species and SRB grade or better, attached
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, with 8d box (0,113' x 2,5') nails at 6' o,c„ or continuous lateral bracing,
equally spaced, for vertical valley webs greater than 7'-9',
Attach each vane to ever supporting truss wlthl For verticals over 10'-0' tall, apply (2) 1x4 'T' braces, 807 length of
y y pP 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' oz,
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, property attached, rated sheathing applied prior to valley truss
Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00
Or Installation.
❑r
ASCE 7-10 160 mph, 30' Mean Height, Part, Enc.
= 1,00 Purlins at 24' o,c, or as otherwise specified on Engineer's sealed design,
Building, Exp, D, Wind TC DL=5 psf, Kzt
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 � xxx Note that the purlln 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 ���W2
++ Larger spans may be bulli as long as the vertical height does
12 Max, ' not exceed 14'-0'.
W2X4 X4
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 WIX3 Pitched Cut Square Cut Stubbed Valley Optional Hip
(Max S acln > W2X4 Bottom Chord Bottom Chord End Detail Joint Detail
WlX3 WSX3 Valley Valley
16-0-0 W1X3 **
f o m n T u e
12 t 2 o,(--.
4; WlX3
4X4
W1X3 ll S t
114a 4
6-0-0 Q`1 ���3
W X4/SPL (Max Spacing> WIX3 W2X4 ,
Common T asses Partlai Framing
at 21, o.c, Plan
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing,
■WARNINGise READ AND r2LOV ALL NOTES EPI THIS DRAVDiGI TC LL 30 30 40PSF REF VALLEY DETAIL
eeINPORTANTse FURNISH THIS DRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
Trusses requMe extreme care to fabricating,handift,shipp{Gn�,pp,imstalttn and bracing} Refer to and TC DL 20 15 7 PSF DATE 2/16/12
follow the latest edition of SCSI®u"d Component Safety Infornation,by TP1 and VTCA'for oft fety
ppracticts prhr to perfarmkap theca functions. Instniters shall provide temparorY bracwp par BCSL
Unless noted othentse,tap c»ora shxitl have property ottacfied structural sheathing and bottom BC DL 10 10 10 PSF DRWG VAL1801 0
chord sinll have n pproperly attached r{pk!ceNing Loeatbrfs shown for permanent laternl restraint
of webs sfintt haw brnetrg hstattad per HCSI sertbns H3,HT Vim
as nppticnble. Apply ptatea to BC LL 0 0 0 PSF
each face U,truss and poaklon ns shorn above and on the hint Detalis,unless noted oiherrlse.
Building Components Group Inc. Refer to dra.4.16GA-2 for atnrdard plate posltlons. TOT, LD, 60 55 57PSF
ITV Melfi Components Group Inc shall not be responsible for any deviation from this drawing,any
falurs to build the truss in conformanea with ANSI/TPI 1,or for harAing,shfppinp,InstnOotlon 0
bracft of trusses. A seat on this drawing or cover page tktbv this drawing,InMcates accept an
w of professlaml onelneerhp responslbillty solely for the design shown The sultabAlty and use of this DUR,FAC.1.25/1.33 1,15 1,15
drawing for arty structure is the respons6Aity of the Building Designer per ANSI/TPI I See&
Earth City,M063046 For more imfornntlon see this�'s(general notes page and these web eltaS, SPACING 24,0'
ITVHCG+wwv,ltwbcl}no")TPli vw,pinst,orgl VTCAi www.sbcWlustry.orgi IM www,kcsafe.org
t
• e r'
# = Bul"
1di-AgOdmpon
933 hem Pine(9.55 Spectffc&avi y)
HAlU', -DaURS10[.._ -.EPi!�$tHSi�=:. ALUKUMDOWMARDLUDS AUDWLEUPWOLUR
PfiDP mr, smoffm Pmbodf 3 -
JOIST JOIST HE$gEA; . dfltST .:.,tw-_ UE�1li1t l iECT1}R i�AD li1RAT 1�1C 08-
com 1iMf-R O{UGE WIDTH REGIff DEPTH- -
- 4I7 Sii!E� QPf
.. . : . _• i.•: �.�. a�5
s :: ..-
.- : :!:i..a.... 1?5 -1.6
AIAM 1112 18 19!16 5112 2 3/4 0.148'x1.5' 8 0.16254.5' 24 3350 3350 3350 3350 1025 1175 1280 130;
AHU28 1112 18 19/16 6112 2314 0.148'x1.5' 12 - 0.162'703.5' 24 1 3655 4095 4250 4375 1535 1765 1915 209
AHU210 1.1/2 18 19116 81/2 2314 I 0.148'x1.5' 16 0.162'x3.5' 24 3655 4200 4565 5605 2045 235D 2555 3271
AHU26-2 3 18 37/16 51/2 2314 0.148"x3.0" 8 0.162'x3.5" 24 3350 335D 3350 3350 1025 1175 1280 130
AH028-2 3 '18 37/16 51/2 2314 0.14B-.,C.Q' 8 0.162-Y3.5' 24 3655 4200 4375 4375 1535 1765 1915 2-W
AH0210-2 3 18 37/16 5112 2314 0.148'x3.0' 8 0.162'x3.5' 24 3655 4200 4565 5845 2645 2350 2555 3271
AHU46 3112 [la
18 39116 5112 23/4 (.148 x3.0' 8 0.16253.5' 24 3350 33150 3350 3350 1025 1175 1280 130
AHU48 311218 39116 5112 2314 0.148'x3.0' 8 416254.5' 24 3655 4200 4375 4375 1535 1765 1915 209
AHU410' 31/2 39116 51/2 233(4 1,414854.0' 8 0.162545' 24 3655 4200 4555 5845 2045 2350 2555 3271
SoOthem Pine(0.55 Speciac GravKj)
HANGER DIMENSION COMMON HAI-Tv.PE FAMIEf1S 14MYVABLEBMWARDLMM ALLOWABLE UPWARD LOADS
PRODUCT SUPPORTED PRODUCT CLEAR OVERALL OVERALL JOIST FEUER LOAD DURATION FACTOR LOAD DURATION FACTOR
CODE MEMBER GAUGE WIDTH HEIGHT DEPTH
(m� (m) (e) SIZE QTY SIZE QTY 1 1.15 1.25 1.6 1 1.15 125 1.6
AGUS26 11/2 i2 1518 57115 4114 Q.1485ct_5- 24 0.762"x3.5' 30 4975 5035 5035 5035 2749 2700 270D 2700
AGUS28 11/2 12 1 518 615/16 4114 0.148'X1.5' 30 0.162't3.S- 40 6555 7410 7410 7410 3485 3485 3485 3485
ASUS210 1112 12 1 518 815716 41/4 6.1485x1.5° 38 0.162'x3.5' 50 8210 8865 8865 8865 5035 5035 5035 5035
AGUS212 11/2 12 1 518 10 15116 4114 0.148x1.5' 46 0.162"x3.5" 60 9240 9240 9240 9240 64S:•S 6475 6475 6475
AGUS26-2 ;3 12 31/8 57116 41M 0.148'x3.0' 24 4162'35` 30 4925 5035 5035 5035 2700 2700 2700 2700
AGIIS20-2 3 12 3118 615/16 4114 0.1485Ci_0' 30 0.162'"..3.5' 40 6565 7410 7410 7410 3485 3485 3485 3485
AGUS210-2 3 12 31/8 815116 41/4 4148'x3.0' 38 4162545" 50 8210 8865 8865 8865 5035 5035 5035 5035
AGU5212 2 3 12 31/8 1015/16 44114 414854.0' 46 0.16253.5' 60 9240 9240 9240 9240 64555 6475 6475 647;
AGUS26-2T -3 12 37116 57116 4114 4148'X31?' 24 0-162a5'- 30 4925 503.5 5035 50-35 2700 2700 2700 2700 .
' AGUS28 2T3 12 3 7116 615116 4114 0.14854.0` 30 0-_#62 .5' 40 6565 7410 7410- 7410 3485 3485 3485 3485
AGUSMU-2T 3 12 37116 815116 4114 0.14854.0' 38 0.162'3.5" 50 8210 8865 8865 8865 5035 5D35 5035 5035
AGUS212-2T 3 12 1 37116 1015/16 4114 0.14854.0' 46 4162'x3.5' 60 9240 9240 9240 9240 6455 1 6475 6475 6475
AGUS46 3112 12 35/8 5 7176 41/4 4148X3.0` 24 0.16254.5" 30 4925 5035 5D35 5035 2700. 2700 2709 2700
AGUS48 3112 12 3 5/8 615116 4114 0.148X3.0" 30 4162545' 40 6565 7410 741D 7410 3485 3485 3485 3485
AGUS410 3112 12 3 518 815/16 4114 41485.0' 38 416253.5' SD 8210 8865 8865 8855 5035 5035 5935 5035
AGUS412 31/2 12 3 518 1015/16 4114 0.14854.0" ,46 0.162"x33.5" 60 9240 9240 9240 9240 6455 6475 6475 6475
AGUS26-3 4112 12 4 518 57/16 4114 4148x3.0' 24 0.16254.5' 30 4925 5035 5035 5033 2700 2700 2700 27UU
AGUS28-3 41/2 12 1 45/8 61S116 4114 0.14854.0" 30 0.162'x3.5' 40 6565 7410 7410 7410 3485 3485 -3485 13495
AGUS210-3 4112 12 45/8 815116 4114 0.148'x3.0' 38 0.16253.5' 50 8210 8865 8865 8855 5035 5(35 5035 5035
AGUS212-3 4112 12 45/8 1015116 4114 0.148'x3.0' 46 0.16254.5" 60 9240 9240 9240 9240 6455 6475 6475 6475
AGUS26-3T 4112 12 5 57116 4114 0.148'x3.0' 24 0_162'x3.5' 30 4925 5035 M35 5035 2700 2700 2700 2700
AGUS28-3T 41/2 12 5 675/16 41/4 0.148'x3.0" 30 0:16254.5' 40 6555 7410 7410 1 7410 3485 3485 3485 3485
AGUS21G-3T 41/2 12- 5 815116 . 41/4 41485:3-o, 38 0.762'53.5' 50 8210 805 8865 8865 5035 5035 5035 5035
AGUS212--3T 4112 12 5 1 101-✓16 F 41/4 414854.0' 46 0.162'x35' 60 9240 19240 9240 9240 6455 1 6475 1 6475 1 6475
21.
✓ ! ° �••�
1
#0d Ccrosncn Wis am 0-146'x a z
168 Common Nags a:e 0-162 x
EVALUAMON
OR • .r
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s
<2413' is 4. AGUS 28-]T
p-REP PORED iOR AHU26 1`
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' I
I
y� �5� klrte, �3._�dE•.I'a;=a;=C;:s� �:�:%
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e Die1St
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S'S?Ta 77f€ m'3Ude !ents S aha i;0148 Buffi'kagg;Code and foi29?3'er-3 [:i ampfiarce-.�s1e