HomeMy WebLinkAbout0666.02 Truss Plans JOD name; J Ju I nrvR I in I I U ) S..: IA ‘,/tp: A. Lai V . A fuvv.)r7vvi -guru I
BRG X-LOC REACT SIZE REQ'D 'IC 2x4 SW 1650E-1.5E Plating r : AISI/`TPI - 1995 UPLIFT RFPL.TICN(S) •
1 0. 1-12 2019 3.50" 2.89" 2x4 SW 2100E-1.8E 1-2, 6-7 THIS LESION IS'IIE QMrc61'IE REM'OF support 1 -409#
2 46-TO- 4 2019 3.50" 2.89" By 2x4 SW 1650E-1.5E MiIII'IPLE LOAD CASES. 2 -409#
FEB 2x4 SW SLID B33%SNOW MAD IDSION Q2TIERIA: This Ouse is designed using the
'IC FCRCE AXL RED CBI 2x4 SW #2 11-4, 4-12 CEL 29 psf, Exp. .7, lop. 1.0 ANSI/ASCE 7-93 'Wire SIB-ificaticn
•1-2 -4898 .40 .60 1.00 Bldg Enclosed =Yes, End E7sr =Na
2-3 -4668 3-4 -3555 .211 .46 .67 Bldg��/h 4U ooft, B1d Wic[t •00ft,
4-5 -3555 .21 .46 .67 Mean Length
= 22.08ft, MPH= 80
5-6 -4668 .20 .52 .72 Classificaticn= 1, Did Load= 20.0 psf
6-7 -4898 .40 .60 1.00
BC FICRCE AXL END CSI
8-9 4584 .74 .24 .99
9-10 3713 .60 .22 .82
10-11 3713 .60 .24 .84
11-12 2784 .45 .24 .69
12-13 3713 .60 .24 .84
13-14 3713 .60 .22 .82
14-15 4584 .74 .24 .99
FEB RRCE CSI FEB I.U,Lb CBI
2-9 -451 .16 4-12 1024 .35
3-9 879 .53 5-12 -815 .79
3-11 -815 .79 5-14 879 .53
4-11 1024 .35 6-14 -451 .16
'ICI.L LIB'CRITERIA: L/240
WTI,Ili'CRITERIA: W240
MAX IEFT ECTICN (spay)
Lt/999 IN I EM 11-12 (LIVE)
IF -.48" Tk -.48" 'P= -.96"
l 23-6-0 1 23-6-0 1 - Joint Imarictns >-
1 2 3 4 5 6 7 ^1 0- o- o . 9 10-10
2 8- 4- 8 10 14- 0- 0
3 15-11- 4 11 A.8-11- 9
4.00 -4.00 I 4 23- 6- 0 12 28- 0- 7
5 31- 0-12 34- 0- 0
5-6 6 38- 7- 8 4 37- 1- 6
7 47- 0- 0 47- 0- 0
4-6 4-6 8 0- 0- 0
8-1-15 5-6 5-6 8-5-10
SHIP .........
4-10
0-3-15c- 4-4 S=H3125 4-4 4-4 S=H3125a-a 0-3-13 ' T . ••„•C ••'•
2! 1 1 s
o-1 a o-tkia / ;7^ E OF I
t 47-U U 1 4' Q
8 9 10 11 12 13 14 15 •• ••` G\N-
2/14/2000
Unless noted, position plates per Joint Report. TX00349007-001
All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge. Scale: 3/32" m 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting contractor. WO: SOUT_ A
This design is for an individual building component not truss system.It has been based on specifications provided by the component manufacturer and done Mk: FWB Customer Name:
in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be
TRU SWAL verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on.this Degnr: FWB DURA BUILDERS
design meet or exceed the loading imposed by the local building code and the paticultr application. The design assumes that the top chord is laterally TC Live 20.0 paf DurFaca L=1.15 P=1.15
braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted.
►rww.....Nr. SYSTEMS Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 10.0 paf Rep Mbr Bnd 1.15
will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 pe f 0.C.Spec ing 2- 0- 0
accordance with the following standards:'JOINT DETAILS',by Truswal,'ANSI/TPI 1','WTCA 1'-Wood'Russ Council of America Standard Design
1101 N.Orem S.W.Pksy.,Arlington TX 76011 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL I'LATtl CONNECTED WOOD TRUSSES' - (1118-91) and '111B-91 BC Dead 10.0 paf Design Spec TPI
SUMMARY SHEET'by TM. The Truss Plate Institute(TPI)is located at 583 D'Unofrio Drive, Madison,Wisconsin 53719. The American Forest and
Sega T6.1.2 - 445262 Paper Association(AFPA)is located at 1111 19th Street,NW,Ste 800,Washington,DC 20036. TOTAL 40.0 pef TW Cue tc&ners
job Name: 5Ol1THPORT ` A Truss ID: AGE Qty: 2 Drwg: TX00349007-002
'IC 2x4 SW #2 Plating spec : ANSIrrPI - 1995 This truss is deli using the
`a EC 2x4 SW #2 THIS IESICil IS THE CCMECSrIE RES(I.,T OF ANSI/ASCE 7-93 Wind evp,ificaticn
GEL ELK 2x4 SW SIiD tUJflPLE LCPD C7SES. Bldg Eh 1csed =Yes, End Z =Na
B s 7 S1,17W WAD LESIGN CRrIERIA: Hrrric s-te/O can Line =No C
CAI, 29 f, Dv. .7, Inp. 1.0 Bldg 40.00ft, Bldg Width= 28.00ft,
Ttp c r i a>R is 24.0 " of uniform load Mean IA.
= 22.08ft, Mal= 80
at 20 psf live load and 10 psf dead load. Classification= 1, Dead icc.1= 20.0 psf
Adiiticral design acrtsider-dtic s nay he
required if sheathing is attached.
c4shle stud vertical n¢atb as.s require lateral
bracirg (designed by others) petpendiotlar
to the plar of the saline atcyt internals.
Bracsirg is a result of wirri raz applied
to rent I .(ft riainaticn axial lus ).
This truss rug hi nesx as
signed t aceed to the truss
lateral sukrpo t for s in
the truss �e t'cads.
shear wall
action to resist
'RIL tEF CRITERIA: L/240
WTI,LEE CRrIFRIA: L/240
-- Joist Ice-A-ions
1 0- 0- 0 26 0- 0- 0
2 3- 6- 0 27 3- 6- 0
I 23-6-0 I 23-6-0 I 3 5- 6- 0 28 5- 6- 0
/ 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24 25 4 7- 6- 0 29 7- 6- 0
5 8- 4- 8 30 9- 6- 0
6 9- 6- 0 31 11- 6- 0
4.00 4.00I 7 11-6- 0 32 13- 6- 0
8 13 '6- 0 33 14- 0- 0
4-6 9 1 - 6- 0 34 15- 6- 0
I 10 - 6- 0 35 17- 6- 0
11 9- 6- 0 36 19- 6- 0
�� ` 12 21- 6- O 37 21- 6- 0
23- 6- 0 38 23- 6- 0
8-1-15 3-4 ,I ��3-4 8-5-10 25 6 O 39 25 6 0
27- 6- 0 40 27- 6- 0
1 = 36�t.,l�l�l I I i SHIP 17 31- 6- 0 41 31- 6- 0
,, !t 3-6 17, 31- 6- 0 42 31- 6- 0
= 18 33- 6- 0 43 33- 6- 0
0-3-15 S=3-6 5=3-6 0-3- 19 35- 6- 0 44 34- 0- 0
.��•• ...0 37- 6- 0 45 35- 6- 0
�° • + 46 38- 7- 8 37- 6- 0
•
u• �'• •41- 6- 0 48 41- 6- 0
•
i 0 R; % 34'43- 6- 0 49 43- 6- 0
0-1 4 0-144 I •
;2 47- 0- 0 50 47- 0- 0
I47-0 0 I w :
I • ' .
M =
w •
S til Si= -
26 27 28 29 30 31 333 34 35 36 37 38 39 40 41 42 4.44 45 46 47 48 49 50 it, • •
id4 1 a w:
i a
"9''4+'` S10 i,- \.*',12/14/2000
•
TYPICAL PLATE : 2-4 Unless noted, position plates per Joint Report. �+ °"' "`"". TX0 034 9 007-002
All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge. OVER CONTINUOUS SUPPO' Scale: 3/32" = 1'
,
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. WO: SOW_ A
del5Z1h.
This design is for an individual building component not truss system.It has been based on specifications provided by the component manufacturer and done oak: Fyn; Custeurer Name;
in accordance with the'currcnt versions of I PI and AFI'A design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be
T Run SA!AL verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Dsgnr' FwB DURA BUILDERS
design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 20.0 psf DurFaes L=1.15 P==1.15
braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted.
►.AoriorI SYSTEMS Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment That TC Dead 10.0 psf Rep Mbr Bud 1.15
will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 psf O.C.Spacing 2- 0- 0
accordance with the following standards:'10INT DETAILS',by Truswal,'ANSI/TPI I','W'I'CA l'-Wood Truss Council of America Standard Design
I tot N.Great S.W.PLwy..Arlington TX 760lt Responsibilities, 'HANDLING INSTALLING AND BRACING ML•TAI.PLATE CONNECTED WOOD TRUSSES' - (111B-91) and '11111-91 BC Dead 10.0 paf Design Spec TPI
SUMMARY SHEET'by TPI. The Truss Plate Institute(TPI)is located at 583 D'Onofrio Drive, Madison,Wisconsin 53719. The American Forest and
Segn T6.1.2 - 445263 Paper Association(AFPA)is located at III1 19th Street,NW,Ste 800,Washington,DC 20036. TOTAL 40.0 psf TW Customer:
Joy Name; JVU I nrun II f-H I ruJJ Iu; Dl./•t t 0 l,(ly: J urwg; I AVVJ'if 7VV/-VV..)
ERG X-IDC MCI' SIZED 'IC 2x4 SW #2 Plating spec : ANSI/I'PI - 1995 UPLIFT REPCPICN(S) :
1 0,1-12 852 3.50" 1.70" BC 2x4 SW #2 THIS tESICN IS'I1E(Th1 16ITE RES(LT CIF
2 17-1'0- 4 852 3.50" 1.70" WEB 2x4 SW S'ILD MXTIF E LI�AD CABS. aft 2 -175#
KRI?CNIAL REACIICN(S) : BCC%SNZW LC1AD LFSICN CRITERIA: This= is desi using the
'IC FORCE AXL END CSI SUFFart 1 427# OIL, 29 ref, Exp. .7, Inp. 1.0 ANSI/ASCE 7-93 Wind gp.rificatian
.1.-2 -1047 .01 .44 .45 support 2 -427# Bldg Er hosed =Yes, End Zrne =No
2-3 -793 .00 .44 .45 I-Ltrric are/Qxan Lire =No C
ts 3-4 -793 .00 .44 .45 Bldg I = 40.00ft, Bldg Width= 28.00ft,
4-5 -1047 .01 .44 .45 Mean roof height = 20.88ft, MPH= 80
Classification = 1, Daad Lead= 20.0 psf
BC MRCS AXL END CSI
6-7 851 .29 .34 .63
7-8 851 .29 .34 .63
WEB RRCE CSI FEB FC1 E CSI
2-7 -563 .39 4-7 -563 .39
3-7 460 .28
'IUL IFF CRI'IERIA: Lr/240
PCT T.LE P CRIIFR.IA: L/240
1 9-0-0 1 9-0-0 , MAX LEFT: TIcN (span
1 2 3 4 $ 1 0 999IN IE 09" T. -.18"
-7.00 00 7 I
.TQ1Tlt I rrahlarle
1 0- 0- 0 5 18- 0- 0
4-4 _ 2 4- 7- 3 6 0- 0- 0
3 9- 0- 0 7 9- 0- 0
4 13- 4-13 8 18- 0- 0
2-4 2-4
5-9-3
6-1-6
.'>• L E ••
Still' •• '•.
14 ;.•••••• ••. ^•I
4-4 4-4
r`G0''I s T C'9•
••o
11. V' . .mil
0.
10-6-3 I0-6-3 O
• a-s - di 0 81
'
I ' EOF
P • �.
4
Iis-o-o , !'t 4NAl. r •
rgtunr•
6 8 2/14/2000
Unless noted, position plates per Joint Report. TX00349007-003
All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge. Scale; 1/4" = 1'
iCIIC:b. WARNING Read a!!notes on this sheet and give a copy of it to the Erecting Contractor. WO: SOUT_ AThis design is for an individual building component not truss system.It has been based on specifications provided by the component manufacturer and done Chic; FWB Customer Name:
in accordance with the current versions of TM and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be
TRU SWAL verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Dsgnr: FWB DURA BUILDERS
design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 20.0 pef DurFaee L=1.15 P=1.15
braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted.
'►.w.iondb.w. SYSTEMS Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 10.0 pef Rep Mbr Bad 1.15
will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 paf 0.C.Spacing 2- 0- 0
accordance with the following standards:'JOINT DETAILS',by Truswal,'ANSIrI'I I l','WTCA 1'-Wood Truss Council of America Standard Design •
ttot N.Greet S.W.PLuy.,Arlington TX 7601 I Responsibilities, 'IIANDLING INSTALLING ANt)BRACING METAL('LATE CONNECTED WOOD TRUSSES' - (1118-91) and '11111-91 BC Dead 10.0 pef Design Spec TPI
SUMMARY SHEET'by TM. The Truss Plate Institute(TPI)is located at 583 D'Onofrio Drive, Madison,Wisconsin 53719. The American Forest and
Seqn T6.1.2 - 445264 Paper Association(AFPA)is located at 1111 19th Street,NW,Ste 800,Washington,DC 20036. TOTAL 40.0 pef TW Customers
)OD Name: JVU I t1YUK 1 Ai I russ lu: Mt/at 1 ti qty: 1 urwg: 1 AUU34'YUU/-UUdf
'IC 2x4 SW #2 Plating spec : ANSItIPI - 1995 This truss is designed using the
B 2x4 SW #2 THIS 1FSION IS'IHE CtI1RCITE RESULT OF ANSI/ASCE 7-93 Win qpx i fication
(3 L BLK 2x4 SPF SPUD MLTZ PLE 1CAD USES. Bldg Eh 1c sod =Yes, End Zane =Nb
BOA SNOW LOAD LESION CRITERIA: Harricar /Ocean Igoe=tb Epp C to y- C
CilLa 29 f, .7, Dip. 1.0 Bldg Length 40.o10ft, Bldg FJi.dtli 28.00ft,
'Itp ctrad�s 29.0 " of uniform load Mean roof height = 20.88ft, MITI= 80
at 20 pet rye /cad and 10 psf cad lard. C3assificaticr►= 1, Lead Ici.d = 20.0 psf
Additicnal design artsidcs-aticns nay he
required if sheathing is attached.
Csbl e stud vertical niters rewire lateral
bracing (designed by others) perpendicular
to the plane of the'maw at ar interv-als.
Brae�'r�g is a result of wind lc { lied
to ts-tier.(Ckmbinaticn axial plus ).
This truss rewires adequate she?athr' , as
clrsignei by ethers, implied to the truss
face pit i ding lateral st art far was in
the truss phis a� u�g wall
actirn to resist 10
'ICIL LIEF CRITERIA: I4/240
J T e IEF CRITERIA: Lr/240
9-0-0 , 9-0-0 ,
1 2 3 4 5 6 7 8 9 = -- Joint Lc aticrus
1 0- 0- 0 10 0- 0- 0
2.- 3- 0- 0 11 3- 0- 0
7.00 -7 00 3 5- 0- 0 12 5- 0- 0
e 4 7- 0- 0 13 7- 0- 0
4-4 - 5 9- 0- 0 14 9- 0-, 0
6 11- 0- 0 15 11-;0- 0
7 13- 0- 0 16 13 0- 0
8 15- 0- 0 17 -- 0- 0
9 18- 0- 0 18 8- 0- 0
5-9-3
6-1-6 ,,••'�� L E 6._..
SH1I' ,�'' '' �5-r: y"% 0 %
44 44 =C7
N ' 0 . % -
10-6-3 Q 4} 1} fl 0 a 10-6-3 21 81 s
E
ONA` -. •,.
0-,10-1? 010-1
18-0-0 ,
10 11 12 13 14 15 16 17 18
2/14/2000
TYPICAL. PLATE : 2-4 Unless noted, position plates per Joint Report. TX00349007-004
All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge. OVER CONTINUOUS SUPPORT Scales 1/4" - 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. WO: SOOT- A
This design is for an individual building component not truss system.It has been based on specifications provided by the component manufacturer and done Chk: nig Clustmner Name:
in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Degnr: FWB DURA BUILDERS
20.0 pef
IFRh SAAL verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized this
design meet or exceed the loading imposed by the local building code and the paticuku application. The design assumes that the top chord is laterally TC Live DurFacs L=1.15 P=1.15
braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted.
Orit►.11110r/ SYSTEMS Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 10.0 pef Rep Mbr Bud 1.15
will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install and brace this puss in BC Live .0 pe f O.C.Spacing 2- 0- 0
accordance with the following standards:'JOINT DETAILS',by Truswal.'ANSI/TPI I','WTCA I'-Wood Truss Council of America Standard Design
I101 N.Oreat S.W.Pkwy..Arlington TX 76011 Responsibilities, 'IIANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (111B-91) and '11111-91 BC Dead 10.0 pef Design Spec TPI
SUMMARY SHEET'by TP1. The Truss Plate Institute(TM)is located at 583 D'Onofrio Drive, Madison,Wisconsin 53719. The American Forest and
Sego T6.1.2 - 445265 Paper Association(AFPA)is located at 1111 19th Street,NW,Ste 800,Washington,DC 20036. TOTAL 40.0 pef TV/ Cue toner t
roar • ,sunk• VV a ■•a. v•a■ I % ..N.... .-. -.,.. . . .� -.
��L' '-�� .i.w w+ ... ww• www
BFG X-IBC REACT SIZE FWD 'IC 2x4 SW #2 Plating spec : ANSI/TPI - 1995 Building Designer shall pttvi% x1-1.1-P
1 tj 1-12 8871 3.50" 4.23" BC 2x6 SW 1650E-1.SE THIS DESIGN IS THE CCM :SITE PE LT CF bearirg area and
2 17-10- 4 8985 3.50" 4.28" WEB 2x4 SW SILD Mi0'IPIE LOAD CASES. BEARIN3 AREAAIE�II1FD
2x4 SW 1650E-1.5E 8-3 BIA S r q LOAD LESION CRITERIA: ID Brg Size Min Size -ca-- Min Area
' TC FCR E AXL BrD CBI PLT EIIC 2x6 SW #2 GSL 29 pef, Exp. .7, lap. 1.0 1 0- 3- 8 0- 4- 4 19.03 si
.1-2 -13460 .58 .16 .74 L nker shear allo.able° are /CS-97. Nail pattern shoun is far uniform loads 2 0- 3- 8 0- 4- 5 19.28 si
2-3 -%09 .30 .15 .45 Rermanert.Ixa zing is (by others) to only. gated loads > 350#mast be HCRIZCN1AL RE7ICITCN(S) :
3-4 -9609 .30 .14 .44 �ev� rotation/taw • . See HIB-91 and distributed (bar others) rurally to each aappc t 1 428#
4-5 -13488 .59 .16 .75 ANSI/`IPI 1-1995; 10.3.4. aril 10.3.4.6. ply, unless nail clusters are shrHas ( ). suppczt 2 -428#
This truss is desicuned using the 3-PLY! Dail w/16d Ct1+tN, (N1i-97 ICAD CASE#1 IESICV ICALS
BC FORE AXL END CSI ANSI/ASCE 7-93 Whnd -ificatiar Sect. 12) in: 'IC- 2/ft BC- ft WEBS- 2/ft Dir L.Plf L.Lcc R.Plf R.Lcc LL/IL
6-7 11538 .40 .38 .78 Bldg Enclosed =Yes, ad Zone=No Nail in layers or fran each face. TC Vert 60.0 0- 0- 0 60.0 18- 0- 0 .67
7-8 11442 .39 .46 .85 Hnricare/Chan Line =No , Op Category= C BC Vert 20.0 0- 0- 0 20.0 18- 0- 0 .00
8-9 11468 .39 .46 .85 Bldg anath= 40.00ft, Bldg Width= 28.00ft, the X.Lcc ILt/`1L'
9-10 11565 .40 .38 .78 Mean root height = 20.88ft, MPH= 80 BC Vert 2019.0 2- 0-12 .50
Classification= 1, bead Lead= 20.0 psf BC Vert 2019.0 4- 0-12 .50
WEB FCR E CSI WIEB KELL CBI EC Vert 2019.0 6- 0-12 .50
2-7 4027 .80 4-8 -4189 .39 132 Vert 2019.0 8- 0-12 .50
2-8 -4158 .38 4-9 4055 .81 B2 Vert 2019.0 10- 0-12 .50
3-8 9273 .50 BC Vert 2019.0 12- 0-12 .50
BC Vert 2019.0 14- 0-12 .50
BC Vert 2019.0 16- 0-12 .50
TIIL LIE'CRITERIA: 11240
I , WTI,TEE'CRITERIA: I✓240
4 1 9-0-0 I 9-0-0 I MAX LEETE1TICN (span)
1 2 3 4 5 Lt/999 IN MEM 7-8 (LIVE)3-P1,YS IF -.13" D= -.13" T= -.25"
REQUIRED i 7.00 -7 00 -- Joint Imatirns
1 0- 0- 0 6 0- 0- 0
R4-6 _ 2 4- 8-19 7 4- 8-14
3 9- 0- 0 8 9- 0- 0
4 13- 3- 2 9 13- 3- 2
5 18- 0- 0 10 11 0- 0
4-8 4-8 /
5-9-3 6-1-6 ........... ,
SHIP ° 0 E S' ,
11
Io 6-3 Q , 0. F I\ ...t
3-8 8-8 3- I0 6 3 _ a O ;
-8 8-8 t
�8X f S TEOF !b1 �I I8-U-U 1 •.Ya I .
6 7 8 9 l0 /14/2000
Unless noted, position plates per Joint Report. TX00349007-005
All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge. Scale: 1/4" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Wo: SOUT_ A
iAbh
This design is for an individual building component not truss system.It has been based on specifications provided by the component manufacturer and done oak: FWg Cuetcnaer Name:
in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be
T Rl t SWAL verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Dsgnr:Live
DURA BUILDERS
20.0 psf
design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live DutrFacs L=1.15 Pa1.15
braced by the roof or floor sheathing and the bonom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted.
\NorAciriorI SYSTEMS Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 10.0 pet Rep Mbr Bed 1.15
will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 po f O.C.Spacing 2- 0- 0
accordance with the following standards:'1OIN'1'DETAILS',by Truswal,'ANSI/TPI I','WTCA 1'-Wood Truss Council of America Standard Design
1101 N.Grew S.W.Pkwy..Arlington 1'X 76011 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (IIIB-91) and '1111-91 BC Dead 10.0 pet Design Spec TPI
SUMMARY S11EE'I"by TPI. The Truss Plate institute(TM)is located at 583 D'Onufrio Drive, Madison,Wisconsin 53719. The American Forest and
Seqn T6.1.2 - 445266 Paper Association(AFPA)is located at 1111 19th Street,NW,Ste 800,Washington,DC 20036. TOTAL 40.0 pat TW Cuatcmer t
)vtv iia,iiC• JVuIIIII VnI .rl IIU.)) ■v. V .III -r %(L1• 1. 101mr5. ■AIL/VJTiU J I UUCP
'IC 2x4 SPF #2 Plating spec : ANSI/'TPI - 1995 This truss is desi using the
r BC 2x4 SPF #2 THIS LESION IS THE C POSIIE 1:0311.,T CF ANSI/A9CE 7-93 Wiu�d Srificaticn
' BOCA S37W LC AD LESIGN CRITERIA: 1 LLTIPIE I(.X,D CASES. Bldg Erviceed =Yes, Ehd Zcre =Na
CEL 29 f, D.... .7, Inp. 1.0 Ibrricane/Caean Line=Na , Bocp C�tsq�y C
Ttp did = 29.0 " of uniform Iced Bldg 40.00ft, Bldg 4Fidth= 2b.00ft,
. at 20 pef ve load and 10 pef dead iced. Mean zusf height = 18.32ft, MEI-1= 80
Additicral design ccreic racier a may be Classificaricn= 1, Lead Lcad= 20.0 pef
required if sheathirg is attached.
C;ahle stud vertical nesiLeLe require lateral
bracing (designed by ethers) perpe iiatlar
to the plane of the nester at intervals.
n�q is a Jesuit of with 1 lied
ems, tnttTzt.rues requires
1pus i ).
desii� y others, the
e truss
face prcviddirtg laters Lsupport fcr s in
the truss plse and n loads.irg shear 1 acticnat to resist
'JUL•
1EF CRITERIA: L,/290
PCII,LIEF CRITERIA: L/240
Joint Icrarirne
1 0- 0 0 4 0- 0- 0
2 1- 1- 0 5 2- 2- 0
3 2- 2- 0
r
1 1-8-0 I 0-6-0
123
-7.00i 7.00 /
I -3-3 3-4 1-3-3
3-4 3 4 I ....0
"�� L F�-'.'.
0-7-9 079 `d VI5 E� "•0
SHIP ,� "0. :3.1
081— : . S TE O
SS/I N Al.E*
1 2-2-0 l
45 12/14/2000
Unless noted, position plates per Joint Report. TX00349007-006
All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge. OVER CONTINUOUS SUPPORT Scale: 3/4" = 11
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. WO: sour_ ,Q
dergtS.
This design is for an individual building component not truss system.It has been based on specifications provided by the component manufacturer and done oak, FWB Cuetoraier Name:
in accordance with the current versions of'I'I I and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be
TRU SWAL verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Dagnr: FWB DURA BUILDERS
design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the lop chord is laterally
braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Live 20.0 pef DurFaes L=1.15 P=1.15
Or4116:grAlli.W4 SYSTEMS Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 10.0 pet Rep Mbr Bad 1.15
will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, insult and brace this truss in BC Live .0 pef O.C.Spacing 2- 0- 0
accordance with the following standards:'10INT DETAILS',by Truswal,'ANSI/TPI 1','WTCA I'-Wood Truss Council of America Standard Design
1101 N.Gnat S.W.Pluy.,Arlington TX 7601 i Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (11111-91) and 'I1111-91 BC Dead 10.0 pef Design Spec TPI
SUMMARY SHEET"by TPI. The Truss Plate Institute(TM)is located at 583 D'Onofrio Drive, Madison.Wisconsin 53719. The American Forest and
Seqn T6.1.2 - 445267 Paper Association(AFPA)is located at till 19th Street,NW,Ste 800,Washington.DC 20036. TOTAL 40.0 pef TW Customer
)OD name: J JU Inrknt1 /-A 1E1155 IV: VUL/'t ILZiy: L Vrwg: IAUU.J`tYUU/—UU/
'IC 2x4 SW #2 Plating spec : PNSI/I'PI - 1995 This truss is&signed using the
BC 2x4 SW #2 THIS IESIGT IS'liE CCMFCISITE RES LT OF ANSI/ASCE 7-93 Wind' c-i ficaticn
' tom.,BLIC 2x4 SW STiD MCLTIPLE LOAD CASES. Bldg Ehcicsed =Yes, Era are =Na
ECCA SICW MAD LESIGLI CRI'IERIA: iia jcane/Coean Lirue =No C
GM 29 psf, Exp. .7, Irtp. 1.0 Bldg Legth= 40.00ft, Bldg dth .o0ft,
•
Ttp cfr�d eta 24.0 " of uniform load Mean rear 1eight = 18.64ft, Mill=' 80
at 20 pe' live lcad and 10 ppssf dead load. Classification= 1, Lzad Load= 20.0 psf
Additional design oo s ions nay be
required if sheathing is attadied.
chile stud vertical markers require lateral
bracing (designed by others) perpendicular
to the plane of the uuti at intervals.
thrr��is a result of wired 1.[ lied
anker.(Cbtiainataidaezcaxial liateluutsl besdirr3).
designedThis truss requires, allied to theft hers .
face prwi lateral t far vehs in
the trussplate di� wall
actioncnto o resist
esist diaphragmloads.
112 L EEF QU'IERIA: L/240
pWTI,IMF Q2PIERIA: L/240
2-2-8 , 2-2-9 I
1 2 3 Joint Tct-ions
1 0- 0- 0 4 0- 0- 0
2 2- 2- 8 5 2- 2- 8
7.00 -7.00 3 4- 5- 1 6 4- 5- 1
4-4
1-3-7 1-3-8 •r.......
LE ' ...
••
'HII ,
•0 _
(f.7t :,, v. .'''''' ... e.:.,•.
..:/-:
` --►
_ _ : 2 �0)81 ° t
2-4
• ° S ' 'TEOF /
i,
r •.....•. c�
• SI -�,,:
, 4-5-1 I ..,...0 N A�,,,.�
4 5 6
12/14/2000
TYPICAL PLATE : 3-4 Unless noted, position plates per Joint Report. TX00349007-007
All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge. OVER CONTINUOUS SUPPORT Scale: 5/32" m 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. WO: SOUT AThis design is for an individual building component not truss system.It has been based on specifications provided by the component manufacturer and done �: FWB Customer Name:
in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be
T Ru SWAL verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Degnr: FWB DORA BUILDERS
20.0 pef D
design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live urFaee L=1.15 P-i.15
braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted.
►r416:W.,d0�� SYSTEMS Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 10.0 paf Rep Mbr Bnd 1.15
will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 paf O.C.Spec ing 2- 0- 0
accordance with the following standards:'JOINT DETAILS',by Truswal,'ANSI/'I'I'I 1','WTCA 1'-Wood Truss Council of America Standard Design
1101 N.Great S.W.Ploy.,Arlingtou TX 76011 Responsibilities. 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (1118-91) and 'I11B-91 BC Dead 10.0 paf Design Spec TPI
SUMMARY SIIEE'I"by TM. The Truss Plate Institute(TM)is located at 583 D'Onofrio Drive,-Madison,Wisconsin 53719. The American Forest and
Sege T6.1.2 - 445268 Paper Association(AFPA)is located at 1111 19th Street,NW,Ste 800,Washington,DC 20036. TOTAL 40.0 pef TW Cus tamer s
'v•i .,.u...'.• vv... ■■•■ v..6.■ I' 1 - II II 61JJ 1V• W% .J r .(IJ. X. 101 Wg• i j %fl) ` / VVI-VVO
'IC 2x4 SW #2 Plating spec : ANSI/IPI - 1995 This truss is desi�- d using the
BC 2x4 SPF #2 THIS LESICid IS THE CUIPC51TE RES(I2 CF ANSI/ASCE 7-93 Wind S, -ificaticn
Cam.,I31.1t 2x4 SW SILI) I4III1PLE I1PD CASES. Bldg Errlcsei =Yes, End axle =Ib
EOM S1ICW1 WAD T SIIN CRITERIA: FLnricare/Ckean Line =Na , E =C
. (EL 29 f, a.., .7, lop. 1.0 Bldg = 40.00ft, Bldg Vtic3th= 2 .00ft,
. Itp can =.... - 24.0 " of uniform load Mean roof height = 18.98ft, MEIl= 80
at 20 pef ve load arsd 10 ppssf dead load. Clasaificatirn= 1, Dead Icad= 20.0 psf
Additional design cons' raEirns nay be
required if sheathing is attadred.
Gable stud vertical manners ragaise lateral
braaarng (designed by cthe s) perpersdicular
to the plane of the metiic at intervals.
Bracing is a result of wind 1 lied
to at aeat ieplus )
his truss requires signed by cthe s, d to tie truss
ding lateral sukpport for bets in
the to plare a Nall
actirn to reesistwlleads. •
`IUL LEF CIA: L/240
BOLL LEF CRrIERIA: 14/240
1 3-4-4 I 3-4-4
1 2 3 I -- Joint rcraricns
1 0- 0- 0 4 0- 0- 0
7.00 -7 00 3 6- 8- 8 6 6- 8- 8
r
44 —
/,
1-11-8
..
•
SHIP 0• a -.• ' . '.
A
4
y / 1 1 •
Y
24 .. iit
I/a
' E OF 1
�, P
Y t' IAA .•• <��
a :..1 ....•••-
`.1r ,t, �j A Y *G
1 6-8-8 r•Yv • r 7!t'!�l ••••-
4 5 6
TYPICAL PLA'1'L, : 3-4 Unless noted, positionplates 12/1 4/2000
per Joint Report. TX00349007-008
All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge. OVER CONTINUOUS SUPPORT Scales 3/4" a 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. WO SOlrr
This design is for an individual building component not truss system.It has been based on specifications provided by the component manufacturer and done ChJc; FWB Cue ttamer Name s
A.
in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be
TRIJ SWAL verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Dogmas FWBDURA BUILDERS
design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 20.0 psf IhrrFaee L=1.15 P=1.15
braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted.
r... i►...r SYSTEMS Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 10.0 psf Rep Mbr Bad 1.15
will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 pe f 0.C.Spacing 2- 0- 0
accordance with the following standards:'JOINT DETAILS',by Truswal,'ANSUTPI I','WTCA I'-Wood Truss Council of America Standard Design
I lot N.Great S.W.Plug.,Arlington TX 76011 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (IIIB-91) and '11111-91 BC Dead 10.0 pef Design Spec TPI
SUMMARY SIIEE'l'by TM. The'fruss Plate Institute(LP1)is located at 583 D'Onofrio Drive, Madison,Wisconsin 53719. The American Forest and
Seqn T6.1.2 - 445269 Paper Association(APPA)is located at 1111 19th Street,NW,Ste 800,Washington,DC 20036. TOTAL 40.0 psf TV/ Cue tomer:
wtv ■V•a■■■c,• uvL •U UU FU%U M I AJJ MLA. W v-i• -T ‘4_17• AL son wvb. ■/1VVJTi 1JIJ VV7
'IC 2x4 SW #2 Plating spec : ANSI/PPI - 1995 'Iles truss is desi using the
. BC 2x4 SW #2 THIS lI IQV IS THE CCMICSI'IE 1iE5LI.,T CF ANSI/ASCE 7-93 W rd Specification
GL ELK 2x4 SW STLI) tILTIPTE LEAD(USES. B ad Enclosed =Yes, d Zcz =No
Valley Truss alplicaticn only. RXA SNOW 1C D 1ISIG CRITERIA: Rsrricane/(bean Line =No , E �ateu'v C
'' C33L, 29 psf, Etp. .7, Inp. 1.0 Bldg Length= 40.o0ft, B1c1J!&1h.= 28.o0ft,
1.1r.an'w.f. height = 19.31ft, I4FH= 80
Classification= 1, Dead Iced= 20.0 psf
'JX L DEF QU IERIA: 14/240
AR I,LEF CRrIERIA: L/240
t 4-5-15 1 4-6-0 1
1 2 3 Joint I,e.ryc
1 0- 0- 0 4 0- 0- 0
2. 4- 5-15 5 4- 5-15
7 00 -7.00I 3 8-11-15 6 8-11-15
4-4 —
2-7-7 2-7-8
`HIP .`.........
•......... 0_,.....
2-4 r 1
f 081 O
'TE OF t
w
8-114 5 4 5 6
/14/2000
TYPICAL PLATE : 3-4 Unless noted, position plates per Joint Report. TX00349007-009
All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge. OVER CONTINUOUS SUPPORT Scale: 9/16" - 1'
detlih. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. WO: SOUT AThis design is for an individual building component not truss system.It has been based on specifications provided by the component manufacturer and done C bg; FWB Customer Name:
in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be
TRU SWAL verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Dagnr: FWB DURA BUILDERS
20.0 psf D
design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live urFaes L=1.15 P=1.15
braced by the roof or floor sheathing and the bottom chord is Literally braced by a rigid sheathing material directly attached, unless otherwise noted.
\�� ....,w/ SYSTEMS Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 10.0 psf Rep Tyr Bud 1.15
will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 psf O.C.Spacing 2- 0- 0
accordance with the following standards:'J01NT DETAILS',by'l'ruswal,'ANSI/TPI 1','WTCA l'-Wood Truss Council of America Standard Design
1101 N.Ureat S.W.Pkwy.,Arlington TX 76011 Responsibilities, 'IIANDLING INSTALLING AND BRACING METAL('LATE CONNECTED WOOl)TRUSSES' - (11113-91) and '11111-91 BC Dead 10.0 psf Design Speo TPI
SUMMARY SIIEE'l"by TPI. The Truss Plate Institute(I'l'l)is located at 583 D'Onofrio Drive, Madison,Wisconsin 53719. The American Forest and
Sewn T6.1.2 - 445270 Paper Association(AFPA)is located at 1111 19th Street,NW,Ste goo,Washington,DC 20036. TOTAL 40.0 psf TW Customert
jot) Name: bvu 1 nrum I ,y- 1 runs I V: vut3/91. qLy: L Ui W . I AUVJ't7vv1-v I v
'IC 2x4 SW #2 Plating spec : ANSI/'TPI - 1995 This truss is designed using the
BC 2x4 SW #2 THIS LESION IS'1 E OZNIECGITE RESULT CF AIBI/ASCE 7-93 Wind Spec ificatiai
G13L BLK 2x4 SW STCD MLTIPLE 1I D CABS. Bldg Encicsed =Yes, Err1 2cre =No
. Valley Tntse applicatiai.cnly. BCC3t SNZW IfiD IIBION CRITERIA: Hirricam/Weem Line =No C
GM29 pet, Dcp. .7, Inp. 1.0 Bldg = 40.00ft, Bldg Width= 28.00ft,
Mean roof height = 19.65ft, MPH= 80
Classification= 1, Dead Iced = 20.0 psf
TCLL LBF CRITERIA: I1240
BC I.LEF CRITERIA: Lt/240
5 1 1 5-7-11 12 5-7-10 3 1 Joint It sticz --
1 0- 0- 0 4 0- 0- 0
7 00 -7 00 3 11- 3- 5 6 11- 3- 5
4-4
I
3-3-8 3-3-8
SHIP Q LE ' .
S
'�� ` r
V f• 1 "T •� O 1 i
I
= . ' 18i 24 . -
ST' E OF /
1 11-3-5 t Fs'V I NM_ L'
4 5 6
2/14/2000
TYPICAL PLATE : 3-4 Unless noted, position plates per Joint Report. TX0034 9 007-010
All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge. OVER CONTINUOUS SUPPORT Scales 7/16" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Wo: BOUT AThis design is for an individual building component not truss system.It has been based on specifications provided by the component manufacturer and done Oak: FWB Customer Name:
getlk
in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be
T R SWAL verified by the component manufacturer and/or building designer prior to fabric soon. The building designer must ascertain that the loads utilized on this Dsgnr: FWB DURA BUILDERS
20.0 pe f
u design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live DurFacs L=1.15 P=1.15
braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted.
► ..... ..Nr/ SYSTEMS Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 10.0 ps f Rep Mbr Bnd 1.15
will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 psf O.C.Spacing 2- 0- 0
accordance with the following standards:'JOINT DETAILS',by Truswal,'ANSI/TPI l','W'I'CA I.-Wood Truss Council of America Standard Design
tot N.Great S.W.Plwy..Arlington TX 76011 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (I1111-91) and '11111-91 BC Dead 10.0 par Design Spec TPI
SUMMARY SHEET'by TP1. The Truss Plate Institute(TPI)is located at 583 D'Onofrio Drive, Madison,Wisconsin 53719. The American Forest and
Seqn T6.1.2 - 445271 Paper Association(AFPA)is located at 1111 19th Street,NW,Ste 800,Washington,DC 20036. TOTAL 40.0 psf TW Customer:
JIJU I‘anUC. J JL1IalrvRI /T 11IU3J Inv. rvvi -r '417• L. IJIVV . III A UM"JT7VV/ —VI 1
BC 2x4 SPF #2 'IBIS�ICN IS'ThE ANSI/TPI
C 'IRS11E RES112 OF ANSI A�7 93dWir using tie
Specaficatirn
C L ELK 2x4 SW SILD MLTIFIE IUD CASES. Bldg EYicicsed = Yes, End Zc e =No
Valley Truss afplicaticr1 rnly. 133CA SNOW II]AD LESIIN OU'IERIA: Hs-ricare/Ooaan Line =No Dcp Cie y C
(34, 29 psf, Exp. .7, Inp. 1.0 Bldg 40.00ft, Bl j FriLaIr= 28.00ft,
• M�1 height = 19.98ft, MPH= 80
Classificatiar= 1, Dead Iced= 20.0 psf
'K L LEF CRITERIA: L/240
PM,LEF CRTIERIA: L/240
696 , 696 I — Jain To-at-ions ltis
1 2 3 4 5 1 0- 0- 0 6 0- 0- 0
2_ 2- 9- 6 7 2- 9- 6
7.00 - .00, 3 6- 9- 6 8 6- 9- 6
' 4 10- 9- 6 9 10- 9- 6
4-4 _ 5 13- 6-12 10 13- 6-12
3-11-8 3-11-8
SHIP '"' LEf
( i
3-4 o- 3-4 + ), ivJo 4'fi 0v%
Y
42 , 810 %
•
ST' E OF •? :
1
..„D °• ....••• � %fvs ,
l 3-6-12 1 Fss O N AL t\�•'
6 7 8 9 10
12/14/2000
TYPICAL PLATE : 2-4 Unless noted, position plates per Joint Report. TX00349007-011
A11 plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge. OVER CONTINUOUS SUPPORT Scale: 3/8" 0 1'
mela?lh. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. WO: BOUT AThis design is for an individual building component not truss system.It has been based on specifications provided by the component manufacturer and done Chk; FWB Cuete.Yaer Name:
in accordance with the current versions of'Fri and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be
TRI.I SWAL verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Degnr; FWB DURA BUILDERS
20.0 psf DurFacs meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live L=1.15 P=1.15
braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted.
or.b.:4"...7I SYSTEMS Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 10.0 psf Rep Mbr End 1.15
will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 pa f 0.C.Spacing 2- 0- 0
accordance with the following standards:'JOINT DETAILS',by'l'ruswal,'ANSI/'I'PI l','W1'CA 1'-Wood Truss Council of America Standard Design
1101 N.Greut S.W.Pkuy.,Arlington TX 76011 Responsibilities. 'HANDLING INSTALLING AND BRACING METAL PIXIE CONNECTED WOOD TRUSSES' - (11111-91) and '11111-91 BC Dead 10.0 paf Design Spec TPI
SUMMARY SIIEET'by TPI. The Truss Plate Institute(TP)is located at 583 D'Onofrio Drive, Madison,Wisconsin 53719. The American Forest and
Seqn T6.1.2 - 445272 Paper Association(AFPA)is located at 1111 19th Street,NW,Ste 800,Washington,DC 20036. TOTAL 40.0 psf TW Cuetotner:
iv.. ........... ......... . ■■■ v..■ fI ■U IJ,J. ■tv• VW (I7. L ION INK; IAVVJ`t7VV! VIL.
TC 2x4 SPF #2 Plating spec • ANSI/'IPI - 1995 This truss is designed using the
, BC 2x4 SPF #2 THIS LSSIGt IS THE ccmposITE RESULT OF ANSI/A9CE 7-93 Wind TP,ifioatiart
((EL ELK 2x4 SPF STUD M.LTTPLE LOAD CASES. Bldg Enclosed = Yes, End Zone =lb
Valley Truss appLicaticn oily. BOCA S WAD T SIGN CRITERIA: Harricane/(bean Line =No , E<n C teuv C
•
GEL 29 psf, E cp. .7, Inp. 1.0 Blt3g T th 40.00ft, Blctj Width= 28.00ft,
Mean roof height = 20.31ft, MPH= 80
C9assificatia-t= 1, Dread Load= 20.0 pef
TOLL tEF CRITERIA: L4/240
WTI,PEP CRITERIA: 14/240
1 7-11-2 t 7-11-1 t Joint.In-at-ions ---
1 2 3 4 5 1 0- 0- 0 6 0- 0- 0
2 3-11- 2 7 3-11- 2
7.00 -�, 3 7-L1- 2 8 7-11- 2
4 11-11- 2 9 11-11- 2
4-4 5 15-10- 3 10 15-10- 3
/
/
4-7-8
4-7-8
LE; •.
SHIP Q •.
4-4 4-4 :CJ °" Cr iST /* %%A*
a a a `d ° �' N''.
— 21181 ° 1
S E OF
•
c
1 15-10-3 1 .. hO 11 Al.es E�`•'
6 7 8 9 10
12/14/2000
TYPICAL PLATE : 2-4 Unless noted, position plates per Joint Report. TX00349007-012
All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge. OVER CONTINUOUS SUPPORT Scale: 5/16" = 1'
WARNING Read allnotes on this sheet and give a copy of it to the Erecting Contractor. WO= SOUT_ !�
.1e66.
This design is for an individual building component not truss system.It has been based on specifications provided by the component manufacturer and done Chic: FWB Cue tenser Name:
in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be
T RU SWAT, verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Dsgnr: FWB DURA BUILDERS
design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 20.0 paf DurFace L=1.15 P=1.15
braced by the roof or floor sheathing and the bonom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted.
►w...w...w. SYSTEMS Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 10.0 paf Rep Mbr Bnd 1.15
will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 paf O.C.Spacing 2- 0- 0
accordance with the following standards:'JOINT DETAILS',by Truswal,'ANSI/TPI 1','WTCA l'-Wood Truss Council of America Standard Design
1 tut N.Gum S.W.Pkuy.,Arlingtou TX 76011 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (111B-91) and '111B-91 BC Dead 10.0 paf Design Spec TPI
SUMMARY SHEET"by TM. The Truss Mate Institute(TPI)is located at 583 D'Onofrio Drive, Madison,Wisconsin 53719. The American Forest and
Seqn T6.1.2 - 445273 Paper Association(AFPA)is located at 1111 19th Street,NW,Ste 800,Washington,DC 20036. TOTAL 40.0 psf TW Cues taner:
JUL 1rdlIlC: •I J 1 II IFII II"Ian.I /1 111833 Uv: VW'," may: I vlwg: 1AVVJ771UV/"V1J
'IC 2x4 SPE #2 Plating spec : ANSI/I'PI - 1995 This truss is designed using the
• BC 2x4 SPF #2 'IRIS IISIQ IS'DE famccsnE lit LT OF ANSI/ASCC 7-93 Wind Sp -i ficaticn
(EL BLIC 2x4 SPF SRI) 14IL1TIPLE ICAD CASES. Bldg&/closed = Yes, End Zane =No
BXA Sl:W IC AD LESION CRITERIA: Hrrricane/Crean Lire=Na f, C
CSLdrps .7, lop. 1.0 Bldg = 40.00ft, Bldgoti.= 2y.00ft,• Tap 24.0 " of uniform load Mean roof height = 20.61ft, NCH= 80
at 20 peMload and 10 ppssf dead load. Classificaticn= 1, Dead Iced= 20.0 psf
Atditicnal design o x iderations may he
required if sheathing is attached.
C-Ahle stud vertical nrstkers require lateral
er brazing (designed by oths) 'c»lar
to the plane of the ttenier Tn intervals.
is a result of wind 1 cried
This bias irnaxiall axial p ue_bar, as .
designedothers,ade requiresa ttoo tit eitri�
face providinglateral support far w�s in
the truss planes 1�. wall
actirn to resist diaphragn
TOLL TEE Q21'IERIA: L/240
BQL LEF CRITERIA: 14/240
I 8-11-9 t 8-11-9 t -- Joint Ict-ions
1 2 3 4 5 6 7 8 9 1 0- 0- 0 10 0- 0- 0
2 2-11- 9 11 2-11- 9
7.00 -7.00� 3 4-11- 9 12 4-11- 9
4 6-11- 9 13 6-11- 9
4-4 5 8-11- 9 14 8-11- 9
— 6 10-11- 9 15 10-11.- 9
7 12-11.- 9 16 12-11- 9
8 14-11- 9 17 14-11- 9
9 17-11- 2 18 17-1_1- 2
5-2-12 5-2-12 .............. .
SHIP Val �_F� �c •,.
CJ
•••'.. 1;r - dam.
C� : / No. cut '�.
— 44 11 11 { 0 N 44 _ M : 10: 1
ST' r OF
•
••• ' •IAA' ••'
ri •
17-11-2 44SSiO N At E*�\?1'
tt '..u....
10 11 12 13 14 15 16 17 18
2/14/2000
TYPICAL PLATE : 2-4 Unless noted, position plates per Joint Report. TX00349007-013
All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge. OVER CONTINUOUS SUPPORT Scale: 9/32" - 1'
del . WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. WO: SOUT AThis design is for an individual building component not truss system.It has been based on specifications provided by the component manufacturer and done Cork: FWB Cushier Name:
in accordance with the current versions of'[Pt and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be
TRU SWAL verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this Degnr: FWB DURA BUILDERS
design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 20.0 psf DurFacs L=1.15 P=1.15
braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted.
1....,.. e..NrI SYSTEMS Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that TC Dead 10.0 psf Rep Nbr End 1.15
will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 psf O.C.Spacing 2- 0- 0
accordance with the following standards:'JOINT DETAILS',by Truswal,'ANSI/TI'I I','WTCA I'-Wood Truss Council of America Standard Design
1101 N.Ureut S.W.Play.,Arliugtou'I'X 76011 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (1111•91) and '11111-91 BC Dead 10.0 paf Design Spec TPI
SUMMARY SHEET'by TPI. The Truss Plate Institute(TM)is located at 583 D'Onofrio Drive, Madison,Wisconsin 53719. The American Forest and
Seqn T6.1.2 - 445274 Paper Association(AFPA)is located at 1111 19th Street,NW,Ste 800,Washington,DC 20036. TOTAL 40.0 pa f TW Customer
48-0
I
1 1 1
1 1 I -r1 , ,
1 , 1
I
1
1
wi ,
0
Q Q Q < < < < < < < < < < < < < < < < < < < < < ..
I (
0
1
v
0
N
/1110\1V 4 t 1111 4
� I I I I I
/'yo I:74'
l\ i u .741
/V 4 i. , A; V 4
05 i 1,
0 41
p 7 V 5
I K'�7 4 /VO 4
1 N
i i/1 ; /V077
/
1
•
I /
o _BC7418
BC7418 fl��__�_..._.__._._ ..
Y_ BC7418
13E7418
30-0 18-0
Roofline 3D Layout SOUTHPORT A SALES REP: W :SOUT_ 4
I� DUE DATE: SCAA LE:3/32" c 1'
`1 .\1 DURA BUILDERS DSGNR/CHKR:FWB/FWB Date:12/13/2000 16:02
L— -_I O - - I d - -It TC Live 20.00 psf DurFac Lbr: 1.15
TC Dead 10.00 psf DurFac Pit: 1.15
_ _ i BC Live 0.00 psf O.C.Spacing:24.0
INDIVIDUAL INDIANA STAMPED DRAWINGS BC Dead 10.00 psf Design Spec:TPI
���i \� Systems Total 40.00 psf NTr/#Cfg:45/13
SOUTHPORT . 4
1
CROSS SECTIONS / R-VIALUES
� DOODLE�'
vital 61DNG
R•q GATT NsII ATION
R•IS OATT INSuLLATION
VY 6TTROFOAM I14EA1U* )I4'1 14 0/0 siartoos
Ills!METAL•1 BRACING•CORNERS)
�111�111111111i1111�1
GONG��6r*H 6/6• RJ6 SMART 60PPI
INSU�aTON R-F,4CTORS F�.a.,N°"4wAULAw 'x 4 6n,w fPETi PL.N,
FILL OVER POLY vAPOR 3 u.•o�
BARRIERsDOW.LL16 CEILINGS.
T►eRI+oPLY
AREA-1 aNlA1NIw CANTILEVER DETAIL
OUTsc4 AIR FLLM 0.71 ROOF 614NGLE6 0.44 S.M 4 cosc APRON
-- '1• TRI{eVEl OR 7-6TORT HO SCALE
vNYL OR ALU71N1T ID*40 0.61 O'FELT 0.04• �f
yr T 14 6lYROFOAM 3.00 1/I4•ROOF DECK 0.42
41 •i I X I. TRW IY CHICKEN LADDER
7'X 34•RIGID GRA LL.It R. � ' "K RAKE BOARD ,:�i I I
KRAPI FACED GATT 1).O ATTIC N6ULATIOH 74.O n)4'X 1•GONG N
INSULATION vAPOw OARRIBw •,•V V. SAC UP SOFNT I X 4 rill
VT DRYWALL 0.4l VY DRYWALL 0.44 Er X 74'POURED 1 x A MTV TRIMI NALER
GONG FOOTING ' t FA6ct4 BOARD 1 NMLAl10N
N*CE AIR FILM 0.T1 NebE AR fan 0.44 GARAGE BLAB DETAIL • ''• I ++++ AsLE
ill
:
P AGE BRICK(OPT) 0.44 Pt., BRICK(OPT) O.b A::
7 x 4 MAKER
-- •X• GABLE END✓STUDS•3e O/C
•
I PIOEMA P061 ISLOM46 WALL.(Stow•LL'ac
VERSION 10/9/00 'v4LT Ge1"�'
I
7 •
x 4 ISMOG••leOIC
ransom HONE BALL ONLY)
.•GONG 4
PIETA.POST EASE SLAB DONeLE I•��
4xIXM y " viol..o.Ia
CDC BC � Ill% ! � VY 1T7ROFOAti SaEATH S 6 a BY I1AT0I
AtTNALT 6NNGLl6 III 1 ! !t'• III ass rsTAL'T• 5/4'1.4
••/Si FELT UNDER f• BRAGI4G•CORNER61 _ /Os0 M.1BPL.00R
ON Vie 060 ROOF
• I.* .. 1: JOIST sin 4 SP
DECKING VARIES I!! tl • • • ' Plet PLAN
Ei D Q tJa4 •VENTS ONLY (PER ROOF ► .• •.•• �� -
TREATED 7 x• sL1 IETi
V 4•A6WENITE Ow!OLLAL •T... X 3 •t' SLL PLATE
ROOF DECK../GLI'6 .i I,i''r )X 4 TRII6lS•74'O/C m • . VY X 6•�AL b4CHOR
S•COHT '14 " anima.n-ss C SMILATIOM c0►4C FM .I DOLT►•A 0-one
ALLF1 WITER ►1,7. •"a stems rw OPTIONAL PORCH DETAIL IIIIIIIL:.'I
1(4 X 6 PRIME TRIM HO SCALE •',
GUTTER BOARD •
I(I4'UP SOFFIT •I
4,I4•Xle 3X4 STUDS•W'OIC • q
vENT6•6'O(C (OUT$DE H0116E SAILS ONLY) — t:• 4 .n
DOI1vIN5 SONG OPT FACE BR • E:i 41
R-L1 BATT!VACATION A::: ILL MALIN
Vt STYROFOAM&TEATwNG 3 X 4 TREATED PLATE ■:: 4•CONG SLAB✓ 1 , r
/ME/VIAL•i• SEALER SPA ILL PLATE ANCH Ell i ORS -: NYDROCIDE` •'.
BRAGNG•CORNERS) 4'GONG SLAB.1 1YPE-7 4'-0'O/G :-': OVER GRANLAR FILLWATERPROOPII4 t'...'---'-1•POURED CONC suit
7 x 4 1REATm •k 4■lute mm611 G: I v OARA1�
Ov GRANULAR PILL Ill SILL PLATE 4'X 6'k r' •• ;i TwLL
A6-7 ANCHOR CLIPS I V BARKER CONC BLOCK 114 •.•.•.•••••• I�iAPOR BA/tR.4
0,c HALED
-O O TYPE-7 ••JAI 'C.1;rill x 34'RYiD I/ 4'COHC AWLS✓
r x 4'R•fip INSULATION I ASI
III 1•XI'kr' ••, 4 K4MRE 11E M
17)4'X!'x IL' N61LAT10H(R'76) 4'x K•RIGID
)14•x r'RIfiD colic BLOCK N&LLATION(R-7.6) _ •CONC BLOCK 'f ..
•t'• N1ULAT10N!R-7.1)
by )>>> rLT�
tY x 74•ramp •-•�t'1tS1 ;
•%.• G•x 74'Pouter, coHC FIG LL•x 6' •
GONG FIG
1-6TORY SLAB DETAIL ►00i54G 4'TIERPORATED D"""iLlS
1-STORY SLAB DETAIL 10
-6TORT SLAB SLAB NO SCALE W/ OPTIONAL BRICK BASEMENT DETAIL
7-61ORY SLAB&IMLAR HO SCALE
• FOR 1-6TORT OR]-STORY NO SCALE