HomeMy WebLinkAboutTRUSS CALC SUBMITTAL"Serving The Best Builders'
yS"y,•r �,
4011 Sierra College Blvd., Loomis, CA 95650
Phone (916) 652-4655 Fax (916) 652-3860
5033 Feather River Blvd., Olivehurst, CA 95961
Phone (530) 743-8855 Fax (530) 743-8856
WWW C72OMFWOOD COM
Client:
Lewis Williams
Promect:
Single Family Residence
1779 South valla Ave WET SEAL
Palermo, Ca
Truss Designer: Tracking / Work Order #
Bryan Wagner 0220316
brva nw(c-0 homewoodtruss.com
Phone: (530) 743-8855
ry triai version www.paTTactorV.com
PH (530) 743-8855 S=NIL=El AM=LY RES=DF—
Fax (530)743-8856
L 1—:;"w I S W= L L= AM S
1 7? 9 SOUTH V=LLA AVE
HOMEWOOD TRUS S CO
,�\/I �\✓\/ P A L E RM O C A 9 5 9 6 8
5033 FEATHER aTVER BLVD
0,T-TVEHUaST, CA, 95901
C -I'2 1-� 2-f"�lOf1��f� �C bi�Cb-Pri
4)M
1
SALES REP: BW
WO#: 0220316
DUE DATE: 03/09/16
C71
i
i
I
r�
1`lw+
�j
r
e
DSGNR/CHKR: AW /'BW
Date: S/6/2016 13:SS
4
DurFac-1,]=)r 1.2S
TC Dead 14.00 psf
DurFac-Plt 1.2S
v
BC Live 0.00 psf
ii
n
BC Dead 8.00 psP
Design Spec: CRC -2013
u
ii
� u
v
ii
#Tr/#Cfg: 9S / 20
GOG
SALES REP: BW
WO#: 0220316
DUE DATE: 03/09/16
SCALE: 1"=9' 0"
DSGNR/CHKR: AW /'BW
Date: S/6/2016 13:SS
TC Live 20.00 psP
DurFac-1,]=)r 1.2S
TC Dead 14.00 psf
DurFac-Plt 1.2S
BC Live 0.00 psf
O -C. Spacing: 2
BC Dead 8.00 psP
Design Spec: CRC -2013
#Tr/#Cfg: 9S / 20
Total 42.00 psf
a
Job Name: SINGLE FAMILY RESIDENCE Truss ID: A01
Qty: 2
RRC %- IOC RHACI' SIZE REQ'D
7C 2z4 DFL 81 i Rtr. Wei hracing regmired at each location shown.
®
This design based on chord bracing applied
1 0- 1-12 978 3.50" 1.50"
2 17-10- 4 2280 3.50" 2.43"
RC 2a4 DFL 81 i ttr. Refer to WCSI for proper required lateral
WEN 2:4 DFL STANDARD restraint. For alteroative web bracing,
per the following schedule:
,.. man o.c- fro■ to
3 38- 8- 4 1764 3.50" 1.88
Designed per ANSI/TPI 1-2007 see rMCG's standard details.
TC 24.00" 10- 5- 4 28- 4-12
4 46-11-12 357 3.50" 1. s0"
BAZ DEFLECTION
Bearings designed for an FcPerp value of the Fabrication Tolerance = 20.0%
UPLIFT REACTION(S) :
(span) :
L/861 HIDE 15-16 (LIVE) LC 40
lesser of the truss chord lumber value or Ker (creep factor) = 2.00
825 for hearings. Refer to Joint QC Detail Sheets for
Support CK Wind Non -Wind
t lb
L= -0.29". D= "0.27" T= -0.57"
all
1RC/I1C truss plate values arc based on Cq factors and Rotational Tolerances.
-88
2 -42 lb
_= J•iat satin m
1 0- 0- 0 10 47. 1- 8
testing and approval as required by IBC 1703 Loaded for 10 PSF moa-rnncarrent ROLL.
9 -113 16
3 7- a- a 11 e- o- o
and AN and wine reported in BTR -1118. Bari all interior bearing locations.
Drai a shall be rovided to avoid ndi Install Interior savpGport(s) before erection.
rob ag-
4 -60 lb
HORIZONTAL RRACTION(S)
a lo- 5. 4 12 7- a- 0
P PO
This truss is designed using the PLAYING BASED ON 6 IEEN LUI®� VALOTS.
a rt 1 "235 lb
appo
4 17.10.4 13 te- 5- 4
5 24• l -1L a t7ao• 4
s ie- 4.1z 15 24- 1-13
ASCE?-10 Wind Specification 20 Fief Live Load wpplied to bottom chord is
Bldg Reclosed IRC/IRC
sopport 4 -235 Ib
7 33- s- 7 16 33• S- 7
6 38- 8- 4 17 38- 8- 4
=Yea, accordance with code provisions.
irmss Locallom Not End Rax
9 40- B• 4' le 47- 1. 8Esip
Category = C
RITICILL 1®un FORM.
e b = 65.08 ft, Bldg Width = 72.33 ft
BldgLear
TC COIR. Out. / TENS.[like. Ciel
1-2on 1.0 / 118.600.50
Bean roof height = 14.54 ft, ■ph = I10
E-3 "613 1.25 / 313.600.36
Occupancy Category II, Dead Load = 13.2 psf
Desi Baia ®Ind Force Resists S
3-4 -86 1.60 / let.80is SO
1.21/lee.600.45
as stem
B�� ag y4.3•466
- taw -rise and Components and Cladding
3-6 -469 1.115 / 168.60O.al
6-1098 .15248.60 O.187-8
Tributary Area = 94 sqft
-812 1.25 / 75.60.33
8-9 •66 1.60 / 462.2s0.459-10
-140 1.25 / LSE.15 0.43
.PSI11-1L
It COUP. 0. / 7P1L5.1111-711-11
40((01.603/64-9S0.3811.13
-40(1.60)/ 646. 0.3713.14 / 405. 0.34
14-15-lE9 1.60 10150.3815.16
.41.80 / 505. 0.55
16.17 •3801 1.015 / 109. 0.37
17-t6 -1107 I.ES / 90. 0.34
IN EYP. OUR. TINS. DU1. CSI
a_la / als 1.25 0.11
10-5-4 17-11-8 5-0-11 13-8-1
sls LES / 169 1.69 0.43
L -I3 10'..'
I I I
1 2 3 4 5 6 7 8 9 10
3a3 -101 1.so / 677 l.zs o.L7
334 -934 1.620 / 77 1.25 o.49
4-U -1326 I.25 / /o0 1.60 0.49
10.00 -10.0 -4.O
4•ls -31 1.eo / 974 1.2s D.4o
3-15 -376 l.zs / 81 1.60 0.14
'
4X10
6-15 -1t2 1.25 / 49 1.60 0.05
6.16 "130 1.60 / 490 1.23 o.L4
5X8 4X4 1.5X4
Tae au 1.23 / 31a 1.60 o.zs
8-16-17 1.60 / 1274 1.23 0.5E
T
817 -lEE6 1.115 / 1424 1.60 0.30
9..17 -413 1.z5 / 93l1.601 0.07
3X6
5X6 1.5X4
9 i , 4X4
9-11-15 .
SHIP
3X6 3X6
1
x
x
0-4-11 1.5X4 4X8 6X8 3X4
5X6
0-3-13 s,�E$GI
_
B1 3X4 B2 B3
B4
W:308 W:308 W-308
W:308 -T. TiQN 4t�,
17-104 38-8 4
R:978R:2280 R:1764
R:357
J
U:-88' U:42 U:-113
U:-60
_
1�,00 _ 11.0,0
47-1-8
11 12 13 14 15 16 17 18
No. C 72160
OVER 4 SUPPORTS
CNi\. P
All Connector plates are ALPINE Wave 20 ga., unless preceded by "H• for High Strength 20 ga., "S" far Super
-
Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circledrates and false frame plates
Shift
-
5/6/2016
are positioned as shown above. gable stud plates to avoid overlap with structural plates.
;.
26S - Homewoodruss
"`WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
Cust: LEWIS WILLIAMS
(TCA)
"IMPORTANT" FURNISH THIS DRA WING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIB: Brive_M_0220316_L00007-J00001
Trusses require altreme care in fabricating, handing, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Builfing Component
W0: Drive_M_O220318_L000
Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Instaners shall provide temporary bracing per BCSL unless
Dsgnr: AW :ILC = 48 WT/PLY: 354
v V ra
noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown
webs shall have bracing installed per sections B3, B7 or 810, as applicable. Apply plates to each lace of truss and
/or permanent lateral rve
TC Live 20.00 pelf
LiveDar L=1.25 P=1.25
a II IILJ � I�fj\\�JI I IILr`J
and an
position as shown ebwa and an the .joint Details repoq unless noted otherwise.
Cher
TC SaoW (Pf) 0.00 pelf
SaoWDar L=1.15 P=1.15
Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in
TC Dead 14.06 sf
P
Re Mbr Bad / Com / Teas
P P
AN /TW COMPANY
conformance with ANSlrTP1 i. or for handing, shipping, installation S bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility
BC Live 0.00 pelf
1.10 / 1.10 / 1.10
7670 N. Groat SIN Pkwy. Grand Prairfe, TY 75050
solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building
BC Dead 8.00 pier
0. C. Spacing a- 0- 0
Designer per ANSI/TPI 7 Sec.2
TRUSPLUS 6.0 VER: T6.5. 20
For more information see this job's general notes page and these websites:
ALPINE: ww,v.eloineihv.com: TPI: www.[mnsLere: WTCk wwwsbcindusinjuz ICC: mvw.iccsafa.orn
Bldg Code: CBC -2013 - -
DBFL RATIO: L/240 TC: L/24
Job Name: SINGLE FAMILY RESIDENCE Truss ID: A01 F Qty: 1 1
BIG I -LOC Mel SIZE REQ'D
1 0- 2- 0 $51 4.05" 1.50"
2 1- 9-12 263 3.50" 1.50"
3 3. 7. 8 53 3.50" 1.50"
4 5- 5- 4 107 3.50" 1.50"
S 7. 3. 0 366 3.50" 1.50"
68-10- 2 55 3.50" 1.50"
1 10- s- 4 9603.50" 1.56"
8 12- 4- 2 111 3.50" 1.5011
9 14- 3- 0 96 3.50" 1.50"
1016. 1.10 66 3.So" 1.50"
11 IS. 0.12 1462 3.50" I.So"
12 19- 6-12 -26 3.50 1.50"
13 21- 0-12 9711 3.50" 1.50"
14 22-10. 3 103 3.50" 1.50"
15 24- 7-10 100 3.50" 1.50"
16 26- 5. 0 1 3.50" I.SO"
17 28- 2- 7 1847 3.50" 1.50"
IS 38- S. 4 1125 3.50" 1.50"
119 46-11.12 485 3.50" 1.50"
MAE DEFLEITION (span)
L/999MEN 1.2 (LINE) LC 40
1= -0.15" D= -0.21" T= -0.35"
i o• o - 0 1z 0- o- 0
a :• 1. 0 13 7- 3- 0
3 10- 6- 4 14 10- 5- 4
4 u- 0-12 15 le- 0-Iz
S19
a-u I6 119- ",0 zl- 0-12 17 21- 0-12
7 28. 4-12 118 28- 4.11
8 33. 5- 7 19 33- s- 7
9 38- 8- 4 20 38- e- 4
110 40- e- 4 2I 47- 1- 8
TC 2X4 Dpi. 81 8 Btr.
2x6 DPL 82 3-7
WC 2X4 DPL 81 ABtr.
WEB 2X4 DFL STANDARD
OIL BLE 2X4 DFL STANDARD
Bearings designed for an PePery value of the
lesser of the truss chord lumber value or
625 for all besriage.
IRC/IBC truss plate values are based on
testinngg and approval ::,re quired by IBC 1703
and AN and are orted in
R-1118.
Drainage shall be provided to avoid ponding.
Bmilding designer shall verity gable loads
and cave loads, if applicable.
(+1 gable bracing required 0 42" intervals,
If exposed owid Gablee Band plieo Details.face.
SeeITWBC6'sBracing
This truss is designed awing the
ASC17-10 Wind Specification
Bldg Enclosed = Yes,
Truss Location = Not End Zone
Eap Category = C
329 Length = 65.08 ft, ■lig Width = 72.33 tY
Mean row height = 14.54 ft, ■ph = 110
Occupancy catsgory II, Dead Load = 13.2 psf
Designed as Maim ®turf Force Bewiwting System
- Low-rise and Components and Cladding
Tributary Area = 200 sq£t
®Web bractog required at each location shown.
Refer to BCSI £or proper required lateral
restraint. For alternative web bracing,
ase TYWBCG's standard details.
Designed per ANSI/TTI 1-2007
pabrication Tolerance = 20.0%
Ecr (creep factor) = 2.00
Refer to joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
Loaded for 10 PSP non -concurrent BOLL.
Bark all interior bearing locations.
Install interior support(s) before erection.
Permanent bracing is required to
revent rotation/toppling. See
[went
ANSI/YPI 1.
PLAYING BASED ON GREEN LUMBER VALUES.
HORIZONTAL REACTION(S) :
support 1 1359 Ib
support 2 -9S1 Ib
support 7 -143 lb
support 17 -344 ib
20 psf Live Load applied to bottom chord in
accordance with IBC/IBC code provisions.
This design based on chord bracing applied
per the following schedule:
mall O.C. from to
TC 24.00" 10- S. 4 28- 4-12
UPLIFT REALTION(S)
Support CAC Wind Non -Wind
1 .29 lb
2 -58 Ib
3 .9 Ih -1 Ib
4 -1 Ib
5 -15 Ib
6 -1 Ib
7 -42 Ib
8 -1 Ib
9 -1 Ib
10 .1 Ib
11 -67 Ib
12 .119 Ib -290 lb
13 -43 16
14 -1 lb
1s .1 lb
116 -/ Ib .3 lb
17 -79 Ib
IS .44 Ib
19 -74 ib
TC
1-z
C01R. R. / Tells. 1R. C8I
•754 1.23 / e 1.60 0.57
10-5-4 17-11-8 5-0-11 13-8-1
�1 I I I
Truss designed to support 1-0-0 top chord oatlookers
z-3
3.9
•537 1.25 /
.310 I.LS /
86 1.60 O.5Z
49 1.80 o.9z
2 3 4 5 6 7 8 9 10 11
and cladding load not to exceed 10 PSP one face, and
s-6
-3334 i:zs i
u i -m 0.It
2411 span opposite face. Top chord most not be cat or
6a
-112 1.60 /
lox 1.60 0.80
10.00 -10.00 -4.0
notched.
7.8
-zse 1.z5 /
106 1.25 6.45
1.5X4
8-9
9.10
-431 1.x5 /
1.23 /
2 1.60 0.21
61 1.zs 0.37
3X4
lora
-30
-325 1.x5 /
ss 1.2610 a."
7X8 1.5X4 6X8
a
COY". ((DTR.))/
78Ns. ((DDUI.) ISI
3X6
T
12.13
14.15
•e51(l.zijl
i
433(1.60) o.z9
0.0022
f
6X6 1.5X4
11sas
116-v
/
/
0.01
0.12
g_1-1 3X4
9-1 -15
ie.is
11
358 21 o:ii
I
SHIP
zo-ii
((
- 41:68/
210(1.25 0.41
1 2.5X4 3X6
it
COMP.DUB. /
TONS UN CSI
x
3X4
x
z-13
x•14
-293 1.zs /
l.zs /
o.1I
136(1.eo) 0.27
0-4-11 0-3-13 s�F$Gt
5X6 1.5X4 6X6 3X4
3-14
•318
-600 11.x5 /
0.21
1.5X4 B18 B19
1.5X4
v`f�
Sas
-14 1.50 /
s7(1.2s) 0.003
3X4
T. TqN
4a3
-1438 11.x5 /
o.s1
28-2-7 38-8-4�V
5.16
6.17
/
-9x4 1.zs /
315(1.x5) 0.13
00.32
J
6.18
•496 1.zs /
0.28
7-18
6.18
-496 1.zs /
-482
0.34
M 1.60 0.39
1 -HO 10
8-19
-ISO 1.25 /
39 1.25 10.ae
47_1_6
9 -IB
9-20
/
-sa2�l.zs;/
449 1.as O.IB
s4 1.60 0.09
12 13 14 15 16 17 18 19 20 21
NO. C 72180
10-20
-418 1.25 /
90 1.60 0.07
TYPICAL PLATE: 1.5X3
S} CIVA, P
4�OFOpy1F
All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super OVER SUPPORT AS SHOWN
Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
5/6/2016
268 - Homewoodross
**WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
Cast: LEWIS WILLIAMS
(TCA)
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIB: Drive_M_0220316_L00007_j00001
require e><trame cera in fabricating, handing, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component
W0: Drive_M_0220316_L000
W
Setety Information, by TPI and rCA) for safety practices prior to performing these functions. Instagers shall provide temporary bracing per BCSI. Unless
Dsgur: AW :ILC = 48 WT/PLY: 667
V VTrusses
In,
noted otherwise, top chord shall have property attached structural sheathing and bottom chard shall have a property attached dgid ceiling. Locations shown
have installed BCSI 83. B7 BtO, Apply to lace truss
TC Live 20.00 psf
LiveSnowDur L=1.25 P=1.25
_
���
r� rt r�
l�r��\V\IJII'ILr�J
bracing per rre or as applicable. plates each of and
for permanent lateral restraint n waits int D otherwise.
position as shown above and on the Joint Details report, unless noted oNerwise.
TC Snow(I'll) 0.00 psf
SIIOWDtIr L=1.15 P=1.15
Alpine. a division of ITW Building components croup Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss In
TC Dead 14.00 psf
Rep Mbr Bud / Comp / Tens
AN /TW COMPANY
conformance with ANSIrfPI 1, or tot handling, shipping, installation 5 bracing of busses.
A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility
BC Live 0.00 psf
1.00 / 1.00 / 1.00
2870 N.
Graaf SW Pkwy. Grant P.Ilio, TX 76050
solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building
BC Dead 8.00 psf
0. C. Spacing 2- 0- 0
Designer per ANSVTP/ 1 Sec.2
TRUSPLUS 6.0 VEE: T6.5.20
For more information see this job's general notes page and these web sites:
ALPINE: wwwaloneiweamtTPI: wwwtolnsLom:vJTCA:sura-abcindusM.omtICC: vaw.ieesafe.ora
-
Bldg Code: CBC -2013
DBPL RATIO: L/240 TC: L/24
Job Name: SINGLE FAMILY RESIDENCE
Truss ID: A01S
Qty: 1
ERG I -LOC SHALT SIZE REQ'D
TC 2x4 DFL 41 i Str.
Well, bracl required at each location shown.
This designbased on chord bracing applied ,
flowing
1 0- 1.12 922 3.50" 1.50"
2 '17-10- 4 853 3.50" 1. SO"
SC 2x4 DFL 61 A Btr.
WEB 2x4 DFL STANDARD
® Refer t!n6 for proper required lateral*
restraint. For alternative web bracing,
per the schedule:
max o.c. from to
MAX DEFLECTION (span) t
Designed per ANSI/TPI 1-2007
see ITWRCG'a standard details.
20.0%
TC 24.00" 10- S. 4 18- O- 0
UPLIFT REACTIONS)
L/999 IM 8-9 (LIVE) LC 40
L= -0.15" D= .0.14" T= .0.29"
Bearings designed for an FePerp value of the
lesser of the truss chord lumber value or
Fabrication Tolerance =
Ser (creep factor) = 2.00
:
Support CAC Sind Non -Wind
-_ ).tat tocatim m
625 for all bearings.
Refer to Joint QC Detail Sheets for
1 -9 lb
i 0- o- o e e- 0- o
IRC/IBC truss plate values are based on
Cq factors -and Rotational Tolerances.
2 -131 I► "
x 7- a- 0 1 1- a- 0
1 t0- s- 4 8 te- s- 4
teat Ing and approval um required by IBC 1703 -
in R-1118.
Loaded for 10 PSF non-concumaut BCLL. -
Droi be to
HORIZONTAL RPACTION(S)
s rt 1 287 Ib
upp°
4 14- z-10 s 18- o- onepending.
and ANSI/TFI and are reported
designed for loads
a shall provided avoid ndi
PLATIN BASED ON GREEN LOIBBS VALUES.
support 2 287 Ib
s 16- 0. 0
nMCAL mon
1roRM.
End verticals are anal
only, unless noted otherwise.
This trums is desiumed acing the
Bldg Code: CBC -2013
TC Col?.
Om. / T®t4. Ota. 1sT
EO psf Llve toad applied to bottom ckord in
ASCE7-10 Wind Specification
1-z 898
x-1 -los
t.zs / u 1.60 0.18
1.zs / et 1.60 0.16
accordance with IBC/IBC code provisions.
Bldg Enclosed = Yes,
1.4 -ass
LLs / 7E 1.80 0.16
7rums Location = Not End Zone
4-s o
1.eo / 0 1.xs o.aa
Category = C
tx w10.
(DOt. / res. m. CSI
BE dg Length = 65.08 ft. Bldg Width = 72.33 ft
6-7 -fez(1.6033/ ase 1.23 0.x8
Ee- roof height = 14.54 ft, �h - 110
Occupancy Categwry II, Dead Load 13.2
tsz(1.so3/ 655 l.xs 0.41
/
= psf
Designed ee Salo Wind Force Resisting System
S'.e 71(((1.60 291 1.x5 0.41
-low-rise and Components and Cladding
.
is Coir. (bOt.)/ TIXS. n. CSI
Tributary Area = 38 sgft
x-7 / te9((D1.253 o.oe
.40
Z-8 -eat((t.xs)/ xW(1.60) 0:-
'
3-8 -14(1.80 / z41 1.x5 0.10
3
4-6 az((((((I go / 411 1.xs 0.18
4-e 7 1 1.25 / 140 1.60 0.1z
-
3.9 -103 I.zs / 32 1.60 0.04
10-5-4
2 3 7N2 5,
F10.00
2.5X4
9-1-1
.t
3X6
2
0-4-11 1.5X3 3X6 3X4
B1 B2
W:308 W:308
R:922 R:953
U:-9 U:-131
18-0-0 r ,
I6 7 8 0_T
9-10-15
SHIP
rxY�yFy-T. TqN 1
No. C 72160
CIV
OF InAUV:
All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super
Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 5/6/2016
are positioned as shown above. Shill gable stud plates to avoid overlap with structural plates.
268 - Homewood Truss
"WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING/
Cant: LEWIS WILLIAKS
(CA)
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIB: Drive_It_0220316_LO0007Jj00001
/\
Trusses ra4uire aa,,,*,, care in 111,1111119, hamming, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component
W0: Drive_M_0220316_L000
159
/���\1
Safely Information, by TPI and WICA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless
DSgur: AW #LC = 42 WT/PLY:
tV
noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown
lace truss
TC Live 20.00 psf
- -
LiveSnowDnr L=I .25 P-1.25
O I�r��\V\I,JII
��� r� rr
installed per Cherise.sections B3, B7 or 810, as applicable. APPN plates to each of and
for permanent lateral restraint of webs shall have report
position as shown above and on the Joint Details repoK unless noted otherwise.
TC Snow(Pf) 0.00 psf
SaowDur L=1.15 P=1.15
Alpine, a division o1 ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss in
TC Dead 14.00 psf
Rep ilbr End / Comp / Tens
AN ITW COMPANY
conformance with ANSIrIPI 1, or for handling, shipping, installation 8 bracing o1 trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility
BC Live 0.00 psf
1.10 / 1.10 / 1.10
2820 N. Groat SWPkwy. Grand P.M., TX 76050
solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building
BC Dead 8.00 psf
0. C. Spacing 2- 0- 0
Designer per ANS1/rPl 1 Sec.2
TRUSPLUS 6.0 VER: T6.5.20
For more information see this job's general notes page and Nese web sites:
Bldg Code: CBC -2013
DEFL RATIO: L/240 TC: L/24
ALPINE: wwwaleineliwcmmrTPl;wwwlnn,�n WiCA wwwsbcindustrvora ICC:wwwiccaefnnre
Job Name: SINGLE FAMILY RESIDENCE
Truss ID: A01SA
Qty: 1
BIG 1 -LOC REACT SIZE BEQ
TC 2x4 DPL 81 A Btr.
Web bracing required at each location shown.
This designbased on chord bracing applied
OD
1 21-'7-12 . 892 3.50" 3,50"
BC 2z4 DPL B1 8 Str.
® Refer to BCSI for proper required lateral
per the flowing schedule:
2 38- 1'-'1500 3.50" 1.80
VER 2x4 DPL STANDARD
restraint. For alternative web bracing, -
maz o.c. from to
3 40-11-12 411 3.50" 1. s0"
2z6 DPL #2 8-1
see ITWBC6's standard details.
TC 24.00" 10. 5- 4 28- 4-12
SAY DEFLECTION (span) :
L/868 1®f 11-12 LC 42
NUG BIL 2.4 DPL STANDARD
Deafened per ANSI/TPI 1-2007
UPLIFT' REACTION(S) : -
(LIVE)
L=-0.11" D= -0.18" T= .0.29"
Bearings designed for an FcPerp value of the
lesser of the truss chord lumber value or
pabricatian Tolerance = 20.0%
Ker (creep factor) = 2.00
Support CRC Wind Non -Wind -
1 -163 lb
FIX .WE DEF CRITEM:L/120
625 for all hearings.
Refer to Joint QC Detail Sheets for
2 -92 lb
IN MEN 0. 0; T= 0.28"
IRC/IBC truss plate values are based on
Cq factors and Rotational Tolerances.
Da
3 -72 Ib
... ,pint locattaaa --
testi sad approval as required by LBC 1703
for 10 PSF non-coacurrent ICU.
HORIZONTAL REACTION($)
I o• o- 0 7 zs. 4. 0
x x- 4- + s s- o- o
and ANNII/7PI and are reported In R-1118.
Baric all interior bearing locations.
support 1 -440 Ib
a 6- 7- + e R- 7- +
. + r ... r ...... ♦ .. r .....
"
Install interior supports) before erection.
support 3 -440 Ib
4 lt- 7.15 10 11- 7 -IS
Dares rained hertz. LL deflection = 0.27
Drat a shall be provided to avoid pending.
mmgg p Po nB•
PLAT)717 WIN.. ON GREEN LUMBER VALUES.
using
7'hts truss is designed ass the
ASCET-10 Wind Spec fication
s 16-10-Iz 11 lea.-lz
6 18.10-12 is zs- 4. 0
+ .....................
20 psf Live Load applied to bottom chord in
End verticals are designed for "let loads
Bldg Enclosed =Yea,
CRM tMER FORCES'
accordance with IBC/IRC code provisions.
only, unless noted otherwise.
Truss Location = Not End Zone
ID. / 71N3. IR.
t-2 •ixa t.8-
TC COMP[.Ili
CSI
Category = C
Bl Lenath
65.08 fc, Bldg Width = 72.33 fY3-4
3400 1.8
•87l.xs / 168 1.60
o.1t
0.19
=
Mean roof height = 14.54 ft, ■ b = 110
4•s.1.60o.xOccupancy
Cate o II, Dead Load = 13.2 psf
s-6 z76eo / ass 1.eo
sot.so / zea 1.eo
001s•7
0.41
Deslgoed as
:no Ind Force teaisting System
- Low-rise and Components and Cladding
ce a1v.(0m.)/ a1tC5. (OUR.) Iii
7ribatary Area = 51 sgft
too{!/ tel t.zs{! 0.31
R•e an
Vertical mambas exposed to wind: 0- 0
e•lo •161 t.eo / ale 1.zs o.28
1.•11 -leo 1.zs / 78 1.60 O.ze
n-lz -159 1.60 / tae 1.xs 0.27
17 COMP. BUR. / TENS. BUR. CSI
RR 1 .977 1.2a / x48 1.60 0.87
1-8 -158 1.60 / 684 1.25 0.87
x-8 -778 l.xs / 187 1.60 O.L9
z -s ua 1.eo / 49s l.21 o.10
3-9 •128 1.60 / 154 1.60 0.05
4-9 -251I.xS / 120 1.60 0.21
4.10 -3a4 1.25 / 74 1.so 0. It
- -
sag •59 1.60 / 876 l.zs 0.38
S-11 -804 1.xs / 113 1.60 o.15
6a1 -410 t.zs / 99 2.60 0.07
-10.0 -4.0
T.
No. C 72160
�? CfV{1.- P
��dF CAUF
AU connector plates are ALPINE Wave 20 ga., unless preceded by 'H" for High Strength 20 ga.,'S' for Super
Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled Fates and false frame plates c
itR structural plates. - •• - - -. - - - - /20 A 1 6 -
re positioned as shown above. Shift gable stud plates to avoid overlap - - - - 516/201
aw516
Z68 - Homewoodruss
"WARNING!"'* READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
Cust: LEWIS WIUUL14S
(TCA)
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIB: Drive_11_0220318_1,00007_ j00001
require extreme ca,e in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component
W0: Drive_ii_0220310_L000
Safety Information, by TPI and WTCA) fn, safety practices prior to performing these functions. Installers shall provide temporary bracing Der SCSI. unless
Dsgnr: AW #LC = 50 WI/PLY: 2184
v VTrusses
to
noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown
installed B3, B7 870, Apply to lace truss
TC Live( 20.00 prof
LiveSnowDur L=1.25 P=1.25
^ n
lU�\vl I
ALM
lateralwn ab restraint n webs int D have report, per Cher sections or as applicable. plates each of and
for pe,mas shown
position as shown above and on Na Joint Details report, unless utatl otherwise.
TC $LOW P 0.00 psf
f)
$IIOWDOr L=1.15 P=1.15
Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing, any failure to build the truss in
TC Dead 14.00 psf
Rep Hbr Bnd / Comp / Tens
AN ITW COMPANY
conformance with ANSIfTPI 1, or for handing, shipping, installation 6 bracing of cusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professlonal engineering responslbility
BC Live 0.00 psf
1.10 / 1.10 / 1.10
2620 N. Great SIN Pkwy. Grand Proble, TX 75050
solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building
BC Dead - 8.00 psf
0. C. Spacing 2- 0- 0
Designerper ANSI/TPI I Seat _--_
TBUSFLOS 6.0 VER: T6. rJ . 2D
For more information see this job's general notes page and Nese web sites:- - -
ALPINE: ww.v aloinritw.com: TPI: ww minst-era WTCA www.sbcindastm ere' ICC: www I ceafe ere
goe: -
Bldg CdCRC-2013
DEFL RATIO: L/240 TC: L/24
Job Name: SINGLE FAMILY RESIDENCE
BIG X -LOC REACT SIZE REQ'D
TC 2a4 DFL i1 4 Btr.
1 0- 1.12 1933 3.50" 2.08"
RC 2a4 DFL 41 6 Btr.
2 17-10- 4 1013 3.50 1,50"
FILL CHO - 2a4 DFL STANDARD
3 38- 8. 4 3118 3.50" 3.33"
WEB 2r4 DFL STANDARD
4 46-11.12 233 3.50" I. SO"
2x41 DFL 41 It Btr. 19.8
mAX DEFLECTION (span) :
FLT HLl 2" DFL 42
L/099 M 5-6 (LIVE) LC 42
SIR BLE 2a6 DFL F2
L= -0.18" D= -0.24" T= -0.42"
Ecr (creep factor) = 2.00
-_= Jeiat L-tiraa o
Refer to Joint QC Detail Sheets for
i 0• o• 0 I2'_3- 0
Cp factors and Rotational Tolerances.
E 7• S- 0 13 10- 5. 4
IlC/IBC truss late values are based on
P
3 10- S. 4 14 11-10- 4
4 17.10. 4 15 ze- 0- 0
5 z4. 1 -IE 18 zz• o• 0
testing and approval as required IBC 1703
and AN and are reported In 1-1118.
D z8- 4-1E 17 24- 1-1z
7 33. 5. 7 IB ze- 4-12
Drainage shall be rovided to avold ponding.
B 18- e- a Io 31- s- 7
B 40. 8• a 20 38- 8- 4
PLATING BASED ON 6� LUIlIER VALUES.
20 prof Live Load a lied to bottom chard in
P
10 47 .1• D zl 47- 1- B
accordance with IB IIIc code provisioum.
CRITICAL
Designed ae Main Wind Force Resisting System
- Low-rise and Components and Claddimg
1®088 FORCES.
7t COIR. DOT. / TINS.(DUR.) CSI
tributaryArea = 94 sgfY
1-2 -2431 1.25 / 0.89
-----.----LOAD CASE 41 DESIGN LOADS ----------------
2-3 -2068 1.25 / 7J 1.60 0.33
3-4 -1811 I.LS / 4 1.60 0.81
Dir L.Pif L.Loc R.Pif R.Loc
4-3 -I= I.Ls / 3 11 0.81
TC Vert 84.00 - I- 0- O 84.00 0- 0- 0
3-6 -1828 1.2s / L 1.80 o.lt
6.7 -loos 1.2s / L7 1.60 0.z1
TC Vert 68.00 0- 0- 0 68.00 17-10- 4
7-8 -1870 1.25 / L4 1.60 O.L6
TC Vert 88.00 17-10- 4 88.00 24- 1-12
8.9l.t3 0.81
TC Vert 68.00 Z4- 1-12 68.00 47- 1. 8
8.10 / lEIB 1.25 0.58
TCVert 84.00 47- 1- 8 84.00 48. 1. 8
BC CORP.(BUR.)/ TOTS. LSI
KVert 16,00 0- 0- 0 16.00 17-10- 4
11.1E / 1750FIBI 0.43
BC Vert 106.00 17-10- 4 106.00 24. 1-12
1L-1317485013.14
BC Vert 16.00 24. 1-12 16.00 47. 1- 8
/ 15155 0.14
IAds / 18385 0.79
.Type... lbs I.Lac LL/TL Fastener
IS -1819385 0.4z
I5 -I6 -808(0.90)/ 0.25
16./7 / E4ss 1.25 0.44
17-18 / 1449 l.zs 0.35
10-5-4
18-19 / I= 1.25 0.33
19-20 -lLB4 1.25 / 0.33
r1 2 3
20-21 -1077((1. L5 / 0.45
l4-.1 -81(1.25 / 89(1.60) 0.ES
10.00
I6-17 •EL0(t.25 / 0.2E
B7 camp.(DUI.)/ TORS. Ue. CSI
E-12 / 255 1.25 0.10
6X6
2-13 -498 1.z5 / lollL1 OAL
3.13 •12l 1.60 / 11301.25 O.to
3.14 -86 1.25 / 7771.25
4.14 •637 LIS / 361.60 0.85
OAS
3X6
sa7 •546 LLS / 0.38
6.17 / 013 1.25 0.16
B-18 -146(1.60)/ 142 I.LS 0.08
7.18 / 176 0.90 0.10
9-1-1
7.199 •1331(1.25)/ 0.48
8 -IB / 2834(1.25) 0.38
10X14
S.Z. -2498 1.23 / 0.41
8•LO •426 t.E5 / BE(1.60) 0.07
3X6
TB CONP.(DUB.)/ Irm.0ult.) CSI
x
1.5X4
0-4-11 3X4
B1
W:308
17 ,
R:1933
U:
18-0.0
1�0 0
11 12 13
TYPICAL PLATE: 3X4
7X1
71#
Truss ID: A02
®
Web bracing required at each location shown.
Refer to SCSI for proper required lateral
restraint. For alternative web bracing,
see rTWSCG's standard details.
Designed per ANSI/TPI 1-2007
Fabrication Tolerance = 20.0%
Bearings designed for an Fcliery value of the
lesser of the truss chord lumber value or
82S for all bearings.
Attic room load = 45 psf, los any added
loads indicated. Room LL ft. is L/380.
Loaded for 10 PSP non -concurrent BCLL.
Harte all interior hearing locations.
Install interior support(o) before erection.
Attic collar tie requires lateral restraint
shown plus bracingat the panel points of
the Miler tie (anlesa meted otherwise),
or rigid sheathing is required.
17-11-8 1 5-0-11 1 13-8-1
4 5 6 7 8 9 10 r
-10.00 4.0
1.5X3 1.5X4
5X8
4
This design based on chord bracing applied
A
per the following schedule:
6X6 1.5X4
6X8
max O.C. from to
TC 24.00" 10- 5- 4 28- 4.12
5X8
UPLIFT REACTION(S) :
B2 4X8
Support ' C&C Wind Non -Wind
134
4 -198 lb -161 Ib
W:308
HORIZONTAL REACTIONS)
R:1013
support 1 435 1►
R:233
support 4 -235 lb
U:
This Cross is designed using the
ASCE7-10 Wind Specification
Bldg Enclosed = Yes,
1-100
Truss Location = Not End Zone
Category = C
14 15 16 17 18
Bldg Length = 65.08 ft, Bldg Width = 72.33 ft
ft, 110
21
mean roof height = 14.S4 mph =
Occupancy Category II, Dead Load = 13.2 psf
Designed ae Main Wind Force Resisting System
- Low-rise and Components and Claddimg
tributaryArea = 94 sgfY
-----.----LOAD CASE 41 DESIGN LOADS ----------------
Dir L.Pif L.Loc R.Pif R.Loc
LL/TL
TC Vert 84.00 - I- 0- O 84.00 0- 0- 0
0.48
TC Vert 68.00 0- 0- 0 68.00 17-10- 4
0.59
TC Vert 88.00 17-10- 4 88.00 24- 1-12
0.45
TC Vert 68.00 Z4- 1-12 68.00 47- 1. 8
0.59
TCVert 84.00 47- 1- 8 84.00 48. 1. 8
0.48
KVert 16,00 0- 0- 0 16.00 17-10- 4
0.00
BC Vert 106.00 17-10- 4 106.00 24. 1-12
0.74
BC Vert 16.00 24. 1-12 16.00 47. 1- 8
0.00
.Type... lbs I.Lac LL/TL Fastener
TC Vert 0.0 0- 1-12 1.00
TC Vert 0.0 46-11-12 1.00
BC Vert 71.2 17-10- 4 0.00
1C Vert 71.2 24- 1-12 0.00
1.5X3
6-0-0 11
A
6X6 1.5X4
6X8
3X6
x
3X4 3X4 5X6
5X8
0-3-13
B2 4X8
3X4 133
134
W:308
W:308
W:308
R:1013
4 38-B
R:3118
R:233
U: 71#1
U:
U:-188
1-100
47-1-6
14 15 16 17 18
19 20
21
All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super OVER 4 SUPPORTS
Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled prates and false freme plates
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
268 - Homewoodruss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
(TCA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
/\ Trusses re quite extreme care in fabricating, handing. shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component
Safety Information, by TPI and WrCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless
ry noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached f orf ceiling. Location shown
��� r� rt for permanent lateral nab restraint n webs intshall have bracing interred per other section B3,87 or 670, as applicable. Appy Plates to each lace of truss and
jam\ I I`v I.I postcon as shown above endo f thewa Joint Details report, installed
noted otherwise.
u v�.l Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing. any failure to build the truss in
AN ITW COMPANY conformance with ANS1rrPl 1, or for handling, shipping, Installation 8 bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance o/ professional engineering responsibility
120 N. Great SW Pkwy. Grand Prairie, rX 76050 solely for the design shown. The suitability and use o/ this drawing for any structure Is the responsibility of the Building
Designer per ANSI/TPI 7 Sec.2
TflUSPLUS 6.0 VER: T6. S . 20 For more information sea this job's general notes page and these web sites:
ALPINE: wmv a TPI: wwwtoifi= WfCA www =be_indust. or, ICC: www.icesafe are
9-19-15
SHIP
/
T.
No.
J
No. C 72160
CN1l P
q�OF
5/6/2016
DIB: Drive_B_0220316_L00007-J00001
W0: Drive_M_0220318_L000
Dsgnr: AW #LC = 90 WT/PLY: 38
TC Live 20.00 psf Livellar L=1.25 P=1.25
TC Saow(Pf) 0.00 psf SnowDar L=1.15 P=1.15
TC Dead 14.00 psf Rep llhr Bud / Comp / Teas
BC Live 0.00 psf 1.10 / 1.10 / 1.10
BC Dead 8.00 psf O.C.Spacing 2- 0- 0
Code: CBC -2013 IDEFL RATIO: L/240 TC:
Job Name: SINGLE FAMILY RESIDENCE Truss ID: A02A Qty: 1
BIG R -LOC REACT SIZE REQ'D TC 2x4 DPL 81 a Stir. Web bracing required at each location shown. This deal based on chord bracing applied
1 0- 1.12 2129 3.50" 2.27" 211:8 DPL i2 3-6 ® Refer to MY for proper required lateral per the following schedule:
2 17-10- 4 1119 3.50" 1.50" RIC 2z4 DPL F1 k Btr. restraint. For alternative web bracing, ■az 0. C. from to
3 38- 8. 4 3520 3.50" 3.50" 2x8 DFL SS 14-16 see ITWBCG's standard details. TC 24.00" 10- S- 4 28- 4.12
4 46-11.12 IBS 3.50" 1.50" FILL CHD 2x4 DFL STANDARD Designed per ANSI/TPI 1-2007 UPLIFT REACTION(S) :
BIG RBINFORCE)B11T: WEB 2x4 on STANDARD Fabrication Tolerance = 20.0% Support C&C Wind Noo-Wind
BIG TYPE FACES NAILS LENGTH 2z4 DFL 41 It Btr. 17-8 Bearings designed for an VcPerp value of the 1 .83 lb
3 BIB 1 13 18" SCAB 2x4 DFL Y1 a Str. lesser of the tress chord lumber value or 2 -42 lb
HAI DEFLECTION (span) :� 42 FLT BLB 2x8 DFL 42 825 for all bearings. 3 .141 ib
L/999 MEN 14-1S ( ) Refer to Joint QC Detail Sheets for Rcr (creep factor) = 2.00 4 -246 Ib -261 Ib
L= -0.20" D= -0.29" T= •0.49"fq factors and Rotational Tolerances. Attic roo■ load = 45 psf, &las IZO
any added HORIZONTAL REACTION(S)
_=I.1ot 1-ti•n C/IBC truss plate values are based on loads indicated. Roan LL fl. is L/380. support 1 -234 lb
i a• o• o ll e- o- o testi and approval u fired by IBC 1703 Loaded for 10 PSF nen-concurrent BCLL. a rt 4 .234 lir
Z 7. a• o 112 I- 3- a required ES tra
s lo• s• 4 is le- s- 4 and ANnlI/TPI and are reported I. I-1118. Bark all interior bearing locations. This trr7sa Is designed using the
117 -to- 4 114 17- s- a Drainoaagge shall be provided to avoid ponding. Install interior support(s) before erection. ASCE7.10 Wind Specification
5 24. 1-19 115 114- 11-1111 11ATING BASED ON G� LIMBER VALUES. Attic collar, tie requires lateral restraint Bldg Enclosed = Yes,
6 33 4a7 w 29- 4-112 Brg. Block Reinforcing ■ember: shown plus bracing at the panel plots of Trans Location Not End Zone
7 33- s- 7 117 aa- s• 7 Attached to required faces of the tans the collar tie unless noted otherwise Category= C
8 38- B.
4 IS 3 - a• 4 regw O ( )
B 40• s• 4 IS 47- 11- 9 at the noted support(s). Attach each block or rl id sheathing is required. B1 Length - 85.08 ft, Bldg Width = 72.33 ft
to 47- 11- a with lOd Hutton moils as indicated evenly 20 Live Load �pplied to batto■ chord in Bean roof height = 14.54 ft, ■ h = 110
ramCkll®Bn lolces: a ced and staggered tbroaghowt, per NDS. accordance with IRC/IRC node provisions. Oeewpancy Category II, Dead LaaS = 13,2 psf
>r C910. em. / T®144. (BU9.) C79 Blocks shall not an tie-in loads. Desi ed as Halo ®Ind Forge Resists S sten
42 -2727 1.25 / o.7e O C°r''S y tin n� Sy
stew
.E375 1.23 / 0.41 - Low-rise and Cosyoneats and Cladding
a-4 -2264 11..5 / o.90 Tributary- AreaAD CASE581 DESIGN (AADS ----------------
4•S
-2283 1.x5 / ' 0.20 ........
5-6 -2.81 1.25 / 0.38
e-7 -.a75 l.as / 0.23 Dir L.PIf L. Loc R.PIf 1. Loc LL/71.
7-8 -1447 1.x5 / 0.12 TC Vert 84.00 - 1- 0- 0 89.00 0. 0- 0 0.48
e-9 / 11792(11.x5) 0.7. TC Vert 88.00 0. 0. 0 88.00 1T-10- 4 0.59
9-110 / 1494(11.x5) 0.69 TC Vert 88.00 IT -10- 4 88.00 24. 1-12 0.45
ce afv.(0m.)/ T9NS. N. CS7 TC Vert 88.00 24. 1.12 68.00 47. 1- 8 0.59
11-1111 / 11978 11.x3 0.51 TC Vert 84.00 47- 1- 8 84.00 48- 1- 8 0.48
IL-13 / 1875 1.23 0.48 BC Vert 18.00 0- 0- 0 18.00 1T-10- 4 0.00
13-14 / 1743 11.x5 0.io BC Yert 106.00 17-10- 4 108.00 24- 1-12 0.75
14-15 / Zags 11.x3 0.85
15.18 / 1738 I.z5 0.zo 10.5-4 17-11-8 5-0-11 13-8-1 BC Vert 16.00 24- 1-12 16.00 47- 1- a 0.00
16-v / 14721 0.41 I I i 7yp e... lbs I. Loc LL/TL Fastener
17.18 -1343(1.x5)/ o.se �1 2 3 4 5 6 7 8 9 10 TC Yet 0.0 9- 1-12 1.00
18.19 -W5a 1.25i)/ O.SE 6-3-8 TC Vert 0.0 46-11-12 1.00
R C01@.(BDI.)/ TOTS. IR. CSI 10.00 -10.0 -4.0
IC Vert 71.2 17-10- 4 0.00
2.12 / 238 11.za 0.10 BC Vert 613.0 21- 6-12 0.48
Z-la-507t(1.is) / les 11.so 0.41 BC Vert 71.2 24- 1-12 0.00
3.13 -128(1.60)/ BOB 11.zs o.E7 7X8 1.5X4 1.5X3 1.5X4 7X8
3.14 / 1101 i.s 0.45
4-14-777(1.zs)/ a 11so o.a7 T
s -1s -247 1.xs / e. 1.60 0.08
6•ls / esti 1.00 0. so
s-le-lss(L00)/ e7 11.zs 0.05 3 6 1.5X3
7.16 / 32011.00 o.16 6X6
7-17-1s88p.zs)/ o.sr
8-17 / 73I5(11.L5) 0.4E 9-1-1
8-118 -2992 1.zs / 0.48 7X8 1.5X4 9-10-15
Bae •4ze�l.zs�/ eop.eo) 0.07 I 1OX14 SHIP
T9 CatR.(DUI.)/ T98s.(DUN.) CSI 1 3X6 6-3-8 3X6
x ri-=
0-4-11 1.5X4 3X4 8X10 7X8 6X8 0-3-13 Q�OFESI
B1 8X10 3X4 B3 B4
R:212 17-10-4 38-8-4 W:308 R:185 ` _`�, T. j�
R:2129 I R:3520 R:185
U:-83 71# 613# 1 1`1# U:-141 U:-261 - y'
24-3-8
1AI0 1T�o' 0
No. C 72160
47-1-8
11 12 13 14 15 16 17 18 19 r
B2
R:1119
R:111
�4 CfV1%, P
TYPICAL PLATE: 3X4 U:42 OVER 4 SUPPORTS
�� GAu�
All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super
Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates
c /� A Q
-
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
5/6/2016
5I6I2O 16
268 - Homewoodrass
**WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING/
Cast: LEWIS WILLIAMS
(TCA)
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIB: Drive_)1_0220316_L00007_J00001
T........4uira enreme care in rabrimIng, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component
WO: Drive_M_0220318_L000
Safety Information, by TPI and WTCA( for safety practices prior to performing these functions. Installersshall provide temporary bracing per SCSI. Unless
Dsgnr: AW *LC = 80 WI/PLY: 398
v V 1111.
noted otherwise, top cha.d shall have property attached structural sheathing and bottom chord shall have a property attached dgid ceiling. Locatiorre shown
face
TC Live 20.00
LiveSnowDor L=1.25 P=1.25
���
^ n
lu�\vl
I
for permanent lateral restraint n webs snap have bracing installed per SCSI sections 63, B7 or 810, as applicable. Apply plates to each of truss end
position as crown above eft on the Joint Details repo.( unless noted otherwise.
psf
TC SaOW P 0.00 9f
( �
SaOWDur L=1.15 P=1.15
Alpine, a division of ITN Building Components Group Inc., shall net be responsible for any deviation from this d.awing, any failure to build the truss in
TC Dead 14.00 psf
Rep ilbr End / Camp / Tens
AN /TW COMPANY
conformance with ANSIRPI 1, or for handling, shipping, installation 9 bracing o1 trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of prefesslonal engineering responsibility
BC Live 0.00 Pifer
1.00 / 1.00 / 1.00
2620 N. Great SIN Pkwy. Grand Prafrio, TX 75050
solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building
BC Dead 8.00 psf
0. C. Spacing 2- 0- 0
Designer per ANSI?PI t Se0.2
TRUSPLUS 6.0 VER: T6.5.20
For more information see this job's general notes page and these web sites-
ALPINE: wmvalsilw om'TPtwwwloinstora WTCA: www sbeindustrcOra 'ICC:WwWieesafeof,
Bldg Code: CHC -2013
DEFL RATIO: L/240 TC: L/24
f
Job Name: SINGLE FAMILY RESIDENCE Truss ID: A03 Qty: 5
RRG 1 -LOC REACT SIZE RE ;0
TC 2u4 'DFL pl b Btr. Web bracing required at each location shown.
This designbased on chard bracing applied
1 0- 1.12 546 3.50" 1.50"
2 917-10- 4 2445 3.50" 2.81"
EC 2B4 DFL 81 4 Btr. ® Refer to SCSI for proper required lateral
WER 2a4 DFL STANDARD restraint. Por alternative web bracing,
per the following schedule:
u" 0. C. Pros to
3 SS- 8- 4 1564 3.50" 1.87"
Besieued per ANSI/TPI I-2007" see rMCG's standard details.
TC 24.00" 10- S- 4 28- 4-12 `
4 46-11-12 358 3.50" 1.50"
MAX DEFUWrXON (spam) -
Dear age designed for are PePetrpp value of the Fabrication Tolerance = 20.0%
UPLIFT REACTION(S) :
:
L/896 HEN 18719 (LIVE) LC 40
lesser of the tress chord lauber value or Rcr (creep factor) = 2.00
625 for all bearings. Refer to Joint QC Detail Sheets for
Support CtC Wind Non -Wind
1 .121 Ib
L= .0.28" D= -0.27" T= -0.55"
IRC/LRC truss plate values are based on Cq factors and Rotational Tolerances.
3 -139 lb
=>+J•iat Leatiw ®
1 o- 0- 0 12 a- 1. 8
testing and approval as required by IBC 1703 Loaded for 10 PSF non -concurrent KIL.
4 -61 1h
z 7= 3- 0 ll D- o- 0
and AN and are -parted in ESR -1118. Hark all interior hearing locations.
sha3 Install Interiors rt(s) before erection.
Drabe to avoid
HORIZONTAL REAC'QON(S)
support I -235 lb
e•
009173o
4s
el Provided Mnding.
Tie°designed acing the PLAYING BASED ON GREEN LUMBER VALUES.
support 4 -235 Ib
4o 8: 0•
s• +
.111:101-11 16 110- s- 4
ASCET-10 Wind Specification 20 psf Live Load applied to bottom chord in
e " 17• e• a
l; Enclosed = Yes, accordance with Is IRC code provisions.
724. 1 -IE IB L4. 1.12
8 Ea• 4.12 1e 33- s - 7
9 33. 5. 1 EO 38. 8. 4
Trusts Location =Not Ind Zona
Erp Category = C
10 3B- s- 4 21 n• 1- a
Bldg Lcsath = 65.08 ft, Bldg Width = 72.33 ft
II40• e- 4
lean ate'
Mean reof height = 14.54 M, ■ph = 110CRM s
TC 0
TC aur. out. / TENS.19Din. CSI
Ocrnpanry Category II, Dead Load = 13.2 psf
1-L -437 1.25 / 190 1.60 0.36
t•3 I.Es / 184 1.60 0.3E
Desi as Maio Wind Force Resists System
Ew-d Resisting
- Low-rise and Components and Cladding
-43L
3-4 .150 1.60 / 137 1.60 0.01
Tributary Area = 94 sgllt
4.5 .14E 1.60 / IM 1.60 O.II
5-6 / sea 1.as 0.38
-
8.7 •199(I.ES / 181 I.xS O.LS
7.8 •199(1.LS3/ 168 1.ES O. LS
8-9 -810((((1.253))/ Lai 91.60 0.18
9-10 -SBS 1.ZS / 110 91.60 O.LL
IO.11 •65 1.60 / 455 I.ES 0.43
11-12 -14E I.Es / LN 1.25 0.+1
D. ISI
iC aIQ. DUI. / TIX3.111172.1-11
w-14 -141 1.60 / 72891s 0.so
1+-13 -IEE 1.60 / 674. 0.29
15.16 •48 1.60 / Lea1.0.a7
16-17 -396 1. as / 109.O.Ea
17-18 -58E I.zs / 63 0.40
18.19 •1914 11.60 / L87l.0.ss
10-5-4 17-11-8 5-0-11 13-8-1
19-ZO 1.25 / 1061. 0.37
1 1 I
' 1 2 3 4 5 6 7 8 9 10 11
12 r
.38E
EO.21 -aa 91.25 / 931. 0.34
n a1v.(mn.>/ 7WIS. oua. col
10.00 10.00 -4.0
2.14 / E85 1.25 O.11.
2.15 :515034
SW (1,25 / EOS 1.60 0.07
4X10
3.15 -154(1.603/ 837 I.2S O.EB
3-16 -+19((1.x13/ 711.60 0.11
4X6 3X4 4X6 1.5X4
4-16 •zo3 91.93 / D.o9
sae / 556(1.25) 0.22
3X6
T
s•u era l.xs / o.az
3X6
6 - -I+Is l.zs / s7 1.60 o.s2
6-1s -s 1.60 / Iarr l.zs o.52
5X6
7.18 -381 1.25 / 87 1.60 0.14
e -IB -SSL 1.25 / 10 1.60 0.1s
9-1-1
\7
sae -Iu 1.60 / sol 1.zs o.2+
9-1 -15
9.19 •62+ 1.zs / z31 1.60 D.zz
IO 1.60 / f0E8 I.Es 0.4E
SHIP -
-19 -911
lo•zo -loss I.zs / les 1.60 o.17
u-zo -414 Les / s, 1.60 0.07
�4M
4891-10
3X6
l 6X6
3X6
= 1.5X4 4X8
=
0-4-11 5X6 B2 4X10 5X8 3X4 B3
B4 0-3-13 _
B1 W:308 W:308
W:308
6.5 17-10-4 R:2445 38-8-4 R'1564
�
R:-61 TqN A
R:546 U: U:-139
R:546
U:�1 �
U:-121 -6.50
_ J
0-�-6
8-8-8 4 29-5-0
1A -p 8-8-8
"
1;4;0 No. C 72160
47-1-8
13 14 1516 17 18 19 20
21
OVER 4 SUPPORTS
CNI►. P
4�QF .0 AVFD
All Connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S' for Super -
Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
5/6/2016
268 Homewoodross
"WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
Cast: LEWIS WILLIAMS
-
(TCA)
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIB: Drive_lt_0220316_L000O7_j00001
W0: Drive_ll_0220316_L000
Trusses require extreme care in fabricating, handling, sNpl"ng, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component
Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless
Dsgnr: AW :ILC = 48 WT/PLY: 357
V V
noted otherwise. top chord shall have property attached structural sheathing and bottom chord shall have a properly attached dgid ceiling. Locations shown
have installed BC51 83, B7 870, Appy face truss
TC Live 20.00 psf
LiveDar L=1.25 P=1.25
n �� ^ n
lt�
for permanent lateral restraint of webs shall bracing par sections or as applicable. plates o each of and
p_ lion as shown above and on the Joint Details report, unless noted otherwise.
TC SnowP 0.00 psf
(�
SnowDar L=1.15 P=1.15
Il
IIJj�\\IJP
Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing, any failure to build the truss in
TC Dead 14.00 psf
Rep llbr End / Comp / Tens
AN ITW COMPANY
conformance with AN51/TPI 1, or for handling, shipping, installation 2 bracing of trusses.
A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility
BC Live 0.00 psf
1.10 / 1.10 / 1.10
2820 N. Great SWPkwy. Grand Prairie, 7X 75050
solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building
BC Dead 8.00 psf
0. C. Spacing 2- 0- 0
Designer per ANS1/rP1 1 Sec.2
THUSPLUS 6.0 VER: T6.5.20
For more information see this job's general notes page and these web sites:
Bldg Cade: CBC -2013
DEFL RATIO: L/240 TC: L/24
gIPINE:wwvt-eloineiveom:TPI: wwwminstamtWfCAwwwsbcindusryem:ICC:wwwieesate.om
Job Name: SINGLE FAMILY RESIDENCE Truss ID: A03A Qty: 1
BIG I-LOC REACT SIZE REQ'D TC 2x4 DFM. 81 t Btr.Well hraciug regmired at each location shows. This demip based on chord bracing applied
1 0- 1.12 533 3.50" 1.50" 1C 2z4 DFL 81 t Btr. ® IIefer to BCSI for proper repaired lateral per the 1•ollowing schedule:
2 17-10. 4 29393.50" 3.13" 2" DFL I2 17-18 restraint. For alternative web bracing, sax o.c. from to
S 38- 8. 4 1712 3.50" 1.83" WEB 2x4 DFL STANDARD ase ITWBCG's standard details. TC 24.00" 10- S- 4 28- 4-12
4 46-11-12 353 3.50" 1.50" Fabrication Tolerance = 20.0% Designed per ANSI/TPI 1-2007 UPLIFT REACIION(S) :
MA% DEFLECTION (span) Hcr (creep factor) - 2.00 Bearings designed for an FcPerrpp value of the Support CttC Wind Non-Wind
L/852 HEN 20-21 (LIVE) LC 40 Refer to Joint QC Detail Sheets for lesser of the truss chord lumber value or 1 -124 Ib
L= •0.12" D= -0.18" T= •0.29"Cq factors and Rotational Tolerances. 625 for all bearings. 2 -123 Ib
__ )•Int L-tim - Loaded for 10 PSF mon-concurrent BOLL. IRC/11C truss plate values are based on S -72 Ib
i o- o• 0 1x 47. 1. a Marls all interior hearing locations. testinngg a� approval as required by IBC 1703 4 -66 lb
z v- a- 0 11 0- s• o Install Interiors rt(s) before erection. and ANSI/'ITI and are reported in ESII-1118. HOIIIZONIAI. IIEACIION(S)
3 9- 0. 0 l4 7. 3. 0 ��
4 10- 5- 4 13 e• t• 0 permanent bracing is wired to Dratmmgge shall be provided to avoid ponding. support 1 -255 lb
S 14. 1-12 16 19- a- 4 proveat !station/toppling. See ILA. BASED ON GREEN LUMBER VALUES. support 4 -255 lb
e 11-10- 4 17 17- e- a iCSI and ANSI/TPI 1. This truss is desimil ming the •---------LOAD CASE 81 DESIGN LOADS ----------------
7 24- 1-11 le x4. 1.1z 20 psf Live Iniad applied to bottom chard In ASCE7-10 Wind Specification Dir L.PIf L.Loc Y.Pif R.toc LL/7L
e 33 4.17 19 33- s- 7 IBC/IRC code provision. Bldg Enclosed = Yes, TC Vert 84.00 - 1- 0- 0 84.00 O. 0- 0 0.48
e z3- is 7 xo ae- e- 4 accardamce with
10 38- s- 4 Zl 47- 1- 8 Truss Location = Not End Zone TC Vert 68.00 O- 0- 0 68.00 47. 1- 8 0.59
l/ 40. S. 4 Category = C TC Vert 84.00 47- 1- 8 84.00 48. 1- 8 0:4
8
�Tt� MMER FORM' B 711 g Le h = BS.OB ft, Bldg Width = T2.33 ft 1C Vert 18.00 O- 0- 0 16.00 47. 1- 8 000
7C COIR. / 7®L3. 1St Mean r000fhei t 14.54 ft, h = 110 lbs H.Loc 11/76 Fastener
1-x -887 1.x5 / x01 1.60 0.40 height = .p Type
E-3 -set 1.x5 / 186 1.60 0.36 OCrnpanry Category II, Dead Load = 15.2 psf TC Vert 0.0 0- 1-12 1.00
3.4 -103 1.60 / 179 1.60 0.01 De=igned as Malo Wind Force Resisting System TC Vert 0.0 46-I1-12 1.00
4.5 -101 1.60 / 155 1.60 0.1E - Lon-rise and Co neots and Cladding tC Vert BIS.O 21- 6-12 0.48
s-6 / 396 1.25 0.4E Tributary Area = 127 a ft
s-7 •wi(1.xs/ 103 l.so o.ao �' sq
ft
•437}5(1.x5 / 103 l.So O.L7
8.9 -9x9 l.xs / xx6 1.60 0.19
9-10 -687 l.xs / 61 1.60 O.PA
10.11 •57 1.60 / 452 1.x1 0.49
11az -Iso 1.Its / E58 1.25 o.47
tte CBR. 1n. / rats. N. Cs
13-14 -148 1.60 / fi9.5 1.11. 0.14
14-1s -1E0 1.60 / 622 1.25 0.32
15-16 -64 1.60 / 264 1.60 0.20
16-17 -431 1.x5 / 101 1.60 O.ES
17-18 -585 1.25 / 66 1.60 0.7E
18-19 •38 1.60 / 446 1.25 0.76 10-5-4 I 17-11-8 I 5-0-11 I 13-8-1
19-20 -411 l.Es / as 1.80 0.32
20•x1 -x13 l.zs / el 1.25 0.42 1 2 3 4 5 6 7 8 9 10 11 12
Will coR.leua.M/ rals.0tm. C91 10.00 -10.00 4.0
x-14 / zu 1.25 O.11
2.15 -516 1.x5 / 209 1.80 0.07
3.15 -148 1.80 / 8x9 1.23 0.28
a-1e -ane 1.25 / Be 1,80 0.11 4X6 3X4 5X6 1.5X4 4X10
sae •x4x 1.x3 / 0.10
s-1fi / ", 1:601 0. as
3X6 T
S•17 -7x8((1. x5)/ 0(1.80) O. E9
6.17-1109(1.Is)/ 0.61 3X6
6-1a / tes e 1.zs o.67
Tae -lee 1.zs / ez 1.60 0.14 5X6
9-1a -178 l.zs / 100 1.60 O.oa
e-19 -179 1.S0 / 370 125 o.11 9 1 1 4X4 9-1 -15
9-1s -689 1.23 / 203 1.60 0.x4 6X
10 Is .25 1.as / 1153 1.23 0.47 1.5X4 SHIP
to-zo -111e 1.25 / II1.60 0.18 4-8-10
11-zo •411 1.25 / 94' 1.60 0.07 3X6 1.5X4 1 4X8 3X6 =
0-4-11 81 7X16 B2 8X8 7X12
3X4 W: 0-3-13 /
308 W:308 W:308 B4
W:
W:ri
6.5 1
33 7-10-4 R:2939 38-8-4 R:1712 W:308 Fy T.
533 QA/
U:U:-'j23 U:-72 R:353
0-R-8
6.50 613# 1 U:-66 J
8-8-8 29-5-0
1-o-0 6-6-6 1-0-0 No. C 72160
H 47-1-6 H
13 14 1516 17 18 19 20 21 r
OVER 4 SUPPORTS CN11.. P
q�OFCAUf
All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super
Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 5/6/2016
are posit
as shown above. Shift gable stud plates to avoid overlap with structural plates.
268 - Homewoodrass **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! cost: LEWIS WILLIAMS
^ (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIB: Drive_M_O220316_L00007_j00001
v VTrusses require e7lreme cera in fabricating, handing, shipping, installing and bracing. Refer to and follow the latest edition of SCSI tBuildng Component W0: Drive_M_0220316_L000
Safely Information, by TPI end WTCA) for safsty practices prior to performing these functions. Installers,shall provide temporary bracing per BCSI. Unless Dsgnr: AW #LC = 48 WT/PLY: 373
to noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown
t7 �0 r� T7 far permanent lateral restraint n webs shag have report
installed per SCSI isefions 97, 87 or B10, as applicable. APMY plates to each face of truss and TC Live ( f 20.00 sf LiveSnowDor L=1.25 P=1.25
ILIL� � I �\ I I position as shown above and on the Joint Details report unless noted otherwise. TC SaaW P 0.00 psf SaowDaa' L=1.15 P=1.15
U v Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bad / Camp / Tens
AN ITW COMPANY conform arca with ANSI/TPI 1, or for handling, shipping, installation 3 bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance o1 professional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00
2820 N. Great SWPkwy. Grand Prahfe, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 8.00 psf 0. C. Spacing 2- 0- 0
Designer per ANSI?PI f See.2
For more information see this job's general notes page and these web sites:
THUSPLUS 6.0 VER: T6.5.20 ALPINE: wwwalolneiw.cem:;I:wwwtoinfi WTCAwwysbcntlustvoro:ICC: yooLkisatLM Bldg Code: CBC-2013 DBFL RATIO: L/240 TC: L/24
Job Name: SINGLE FAMILY RESIDENCE Truss ID: A04 Qty: , 1 1
BRG 1 -LOC REACT SIZE BEQ'D
1 0- 3- 8 1818 3.50" 1.94"
2 17-10- 4 2267 3.50" 2.42"
3 38-8- 4 1782 3.50 1.88"
4 46-11.12 1243 3.50" 1.50"
MAX DEFLRffION (span) :
L/868 MEN 15-16 (LIVE) LC 48
L= -0.28" D= -0.26" T= -0.54"
�= Jalot lacatiaaa
1o• o• 0 10 46.11:12
z 7- 1- 4 11 0- o- 0
3 lo- 5• a 1z 7. 1. 4
4 17- t- 1 13 10- 3. 8
S 34. 0- 0 t4 17- 8.13
e a- s- a 15 z4. 0- 0
7 33- 3-11 16 33. 1-tt
a 38- 6- a 17 u- a• s
s 40. a- a 1s 46-11.12
TC CDM. 1Ut. / TIXS. 081. Csi
1.2 -2671 1.60 / tele 1.80 0.04
z-3 -lose 1.60 /
1237 l.so 0.32
3-0 •1577 1.80 /
1679 1.60 0.36
4-5 •123a 1.6D /
3•s •1404 1.60 /
676 1.60 0.41'
1042 1.60 0.21
4.7 -2531 1.60 /
1761 1.60 0.24
7-8 •2718 1.80 /
2153 1.60 0.27
e -e •23sz 1.60 /
e-10 •2147 1.6o /
2101 1.60 nose
zees 1.80 o.so
aC COM. IR. /
T@6. ID. 6I
is •4161 1.60 /
4655 1.60 0.78
:41
12-13 -4148 1 so /
13.14 -3971 loan /
4851 1.60 0.45
4191 1.60 ooze
14.15 •3338 1.60 /
3457 1.60 O.SI
13-16 -2746 1.60 /
3140 1.60 0.68
le -t7 -4215 I.80 /
17-18 -3211 1.60 /
3831 1.60 0.48
silo 1.se 0.64
11 COM. IR. /
TENS. DUB. CSI
z-12 •zea 1.60 /
437 1.60 0.15
2-13 •977 1.Go /
3-13 -310 1.60 /
b90 1.60 0.78
661 1.25 0.41
3-14 -22241.60 /
1576 1.60 0.94
4-14 .1358 1.23 /
576 1.60 0.59
4.
5-1515 x -881716 1. 1.8023 /
/
176Eel 1.
1.6060 o. 0.500:5146
6-13 •Luz 1.60 /
1107 1.60 0.36
6.16 -797 1.60 /
1111 1.80 0.48
7.18 -731 1.23 /
8.16 -611 1.80 /
ETO 1.60 He
1857 1.60 0.53
8.11 •1123 1.25 /
314 1.60 0.20
9.17 •567 1.60,/
225 1.60 0.09
TC 234 DFL 81 i Stir.
K 2x4 DFL 41 a Stir.
266 DFL SS 11.14
WEB 2x4 DFL STANDARD
PLT BLB 2x4 DPL 41 A Btr.
Bearings designed for an FcPerrpp value of the
lesser of the truss chord Immher value or
625 for all bearings.
IRC/IRC truss plate values are based on
testing and approval as required by IRC 1703
and ANSI/TPI and are reported in R-1118.
Drainage shall be provided to avoid preading.
+ + + + + + + + + + + + + + + + + + + + + +
Desiggnmeed for 6.3 E lbs drag load applied
horluatally in either direction to the top
chord panel pints, with dead + 0 % live
loads wing load duration = 1.60.
Horizontal reaction = 6.3 R lbs at each
bearing individually. Connection by others.
+ + + + + + + + + + + + + + + + + + + + + +
20 psf Live Lead applied to bottom chord in
accordance with IBC/IRC code provisions.
®Web broctag regaired at each location shown.
Refer to BCSI far proper regained lateral
restraint. For alternative web bracing,
OnITWBCG's standard details.
Designed per ANSI/'IPI 1.2007
Fabrication Tolerance = 20.0%
Err (creep factor) = 2.00
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
Loaded for 10 FSF Hoa -concurrent SCLL.
No all interior heartnagg locations.
Install interior supper t(s) before erection.
PLAYING RASED ON GREEN LUMBER VALUES.
This Ireton is designed using the
ASCET-10 Wind Specification
Bldg Enclosed = Yea,
Trona Location = Not Pad Zane
Hr� Category = C
3 dl g Length - 65.08 ft, Bldg Width = 72.33 £t
Mesa roof height = 14.54 ft, yb = 110
Occupancy Category II, Dead Load = 13.2 psf
Designed ns Hain Wled Force Resistin11gg Syntex
Low-riae and Components and Claddlmg
Tributary Area = 94 sgft
10-3-8 M 17-11-8 t 5-0-11 M 13-8-1
1 2 3 4 5 6 7 8 9 10
10.00 3X6
5X8
5X8 10.0
4.0
1.5X4
4X4
3X8
This design based on chord bracing applied
per the following schedule:
naz o.c-from to
TC 24.00" 10. S. 4 28- 4-12
UPLIFT REACIION(S) :
Support CIC Wind Non -Wind
1 .52 lb .1101 Ib
2 -55 16 -119 Ib
3 -107 1b
4 -60 lb -846 Ib
HORIZONTAL REACTIONS)
support 1 .6300 Ib
support 2 6300 lb
support 3 -6300 Ib
support 4 6300 Its
OVER 4 SUPPORTS
All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Sirength 20 ga., "S" for Super
Strength 18 go. Plates are to be positioned per Joint Detail Report. Circled plates and to frame plates
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
9 4-15
SHIP
268 - Homewoodruss
**WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
Cast: LEWIS WILLL4MS
(TCA)
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
0-6-2
rr
1.5X4 7X10 B2 5X8
6X8 7X10
0-3-13
Safely Information, by TPI and TCA) tot safety practices prior to performing these functions. Insteiers shall provide temporary bracing per BC51. Unless
W
B1
3X4 W:308
B3
84
LiveSnowDar L=1.25 P=1.25
W:308
17-8-8 R:2267
38-6-8 W:308
W:308
R:1816
U:-119
R:1762
R:1243
conformance with ANSI/TPI 1, or for handling, shipping, installation a bracing of trusses.
A seal on this drsw/ng or cover page listing this drawing, Indicates acceptance of professional engineering responsibility
U:-1101
1.10 / 1.10 / 1.10
U:-107
U:-846
BC Dead 8.00 psf
0. C. Spacing 2- 0- 0
46-11-12
Designerper ANSI/TPI t Sec.2
1.0:0
0.1-12
TRUSPLUS 6.0 VER: T6.5.20
46-11-12
Bldg Code: CBC -2013
DEFL RATIO: L/240 TC: L/24
STUB
11
12 13 14 15
16 17
18
OVER 4 SUPPORTS
All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Sirength 20 ga., "S" for Super
Strength 18 go. Plates are to be positioned per Joint Detail Report. Circled plates and to frame plates
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
9 4-15
SHIP
268 - Homewoodruss
**WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
Cast: LEWIS WILLL4MS
(TCA)
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIB: Drive_M_0220316_L00007rj00001
Trusses re4uire extreme care in lebriceting, handing, snipping, installing and bracing, Refer to and follow the latest edition of BCSI (Building Component
W0: Drive_M_0220316_L000
Safely Information, by TPI and TCA) tot safety practices prior to performing these functions. Insteiers shall provide temporary bracing per BC51. Unless
W
Dsgnr: AW :ILC = 56 WF/PLY: 369
v V iN
noted otherwise. top chord shell have properly attached structural sheathing and bottom chord shall have a property attache, dpd calling. Locations shown
Apply to lace truss
TC Live 20.00 psf
LiveSnowDar L=1.25 P=1.25
^ n
lu�\vl I
ALM
for permanent lateral restraint n webs shag have report, installed per Cher sections, 83,87 or BID, as applicable. plates each of and
position as shown above entl on the !Dint Details report, uNess noted otherwise.
TC Snout(Pf) 0.00 psf
SuowDnr L=1.15 P=1.15
Alpine. ad Nision of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing, any failure to build the truss in
TC Dead 14.00 psf
Rep Mhr Bad / Comp / Tens
AN /TW COMPANY
conformance with ANSI/TPI 1, or for handling, shipping, installation a bracing of trusses.
A seal on this drsw/ng or cover page listing this drawing, Indicates acceptance of professional engineering responsibility
BC Live 0.00 psf
1.10 / 1.10 / 1.10
2820 N. Groat SIN Pkwy. Grand Prairie, TX 75050
solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building
BC Dead 8.00 psf
0. C. Spacing 2- 0- 0
Designerper ANSI/TPI t Sec.2
TRUSPLUS 6.0 VER: T6.5.20
For more information see this job's general notes page these web sites:
gIPiNEtwyvyalpineiweemtTPl:wwwto"nsrom'VJTCAwvnvsbeintlustvom'ICC:wwwlccsafa.orp
Bldg Code: CBC -2013
DEFL RATIO: L/240 TC: L/24
Job Name: SINGLE FAMILY RESIDENCE
Truss ID: A05
Qty: 3
BRG I -LOC REACT SIZE RBQ'D
TC 2z4 DFL Pl t Stir.
Web bracts( required at each location shown.
DIB: Drive_M_0220318_L00007rJ00001
This design based on chord bracing applied
following
1 0- 3• B 1412 3.50" I.S1"
2 38- 8. 4 3188 3.50" 3.41"
RC, 2z8 DFL 82 ®
2x4 DFL 41 4 Rtr. 12 -IS, 15-17
Refer to ICSI for proper required lateral
restraint. For alternative web bracing,
SafetyInformation, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless
per the sdmdole:
max O.C. from to
3 46-11.12 3 3.50" 1.50"
WEB 2z4 DFL STANDARDBee
ITWBCG's standard details.
LivelhSnoufar L=1.25 P=1.25
TC 24.00" 10- S. 4 28- 4-12
MAX D -
DEFLECTION (span)
2x4 DFL 91 ► Stir. 3-15, I5 -S
Designed per ANSI/TPI 1-2007
fl
UPLIFT REACTION(S) :
L/999 IDEM 4.5 (LIVE)LC 42
19-9
Fabrication Tolerance = 20.0%
conformance with ANSIrrPi 1, or for handling, shipping, installation 8 bracing of trusses.
A seal on this drawing or cover page listing this drawling, Indicates acceptance of professional engineering responsibility
Support CIC Wind Non -Wind '
L= .0.42" Do -0.91" To -1.33"
WEDGE 2n8 DPI. 42
Bearings designed for an FcPerp value of the
BC Dead 8.00 psf
1 -92 lb
lb
- )•let L. -ti -m
Rcr (cm factor) = 2.00
lesser of the truss chord ]amber valve or
2 .105
I D- o• 0 12 e• o. 0
Refer to Joint QC Detall Sheets for
925 for all bearings.
3 -449 Ih -715 Ib
2 7- 1- a IS 7- l• 4
Cq factors and Rotational Tolerances.
IRC/IRC tress plate values are based an
HORIZONTAL RBACTION(S)
a 10- 3- a 14 10. 3. 8
4 Ill- a- 8 Is la 4. 4
Loaded for 10 PSF mon-concurrent BCL2..
testi and approval u required b IBC 1703
ng PP re9n
support 1 -234 Ib
uFPa
3 1►
s l7- s- 8 is I7- a• a
6 a4- a-12 17 24. 6•la
7 as. a• 0 18 28. 3- o
Mark all interior bearing locations.
+ + + + + + + + + + + + + + + + + + + + + +
"
and ANSI/TPI and are reported in R-1118.
Install interior support(s) before erection.
support -234
76is truss is designed using the
ASCET-10 Wind Specification
8 ss• 3-11 /e aa• a.
Unrestrained boriz. LL deflection = 0.39
Draimge shall be provided to avoid ponding.
PLATING BASED ON OMEN LUMBER VALUES.
Bldg Enclosed = Yee,
9 38- a- a EO 38. 6- 8
a
10 40- a- 8 21 4a -11-t2
+ + + + + + + + + + + + + + + + + + + + + +
Not designed for attic storage ®leas
Dae tohigh uplift reaction, this trOBs
details
Truss Location Not End Zone
Category C
11 4a-11-12
CILMCAL X0101 FORCM
noted otherwise.
regwires a Lal ennnection
(designed by others) to secure tress
=
R11 g Length - 65.08 ft, Bldg Width = 72.33 ft
Te 001P. 261. / TINS. DIM. rsi
to a rigidly anchored support.
8 y PPo
Meem rwf het t 14.54 ft, ■ h = 110
gb =
1•z •s4so 1.zs / ue L60 0.59
2-3 -4046 1.23 / 105 1.60 o.at
Occupancy Category II, Dead Load = 13.2 psf
3.4 .5078 l.as / 52 1.60 o.so
4-5 1.25 / 32 1.60 0.14
Designed as Malo ®tad Force Resisting System
Components Cladding
-5078
3.8 •2227 1.25 / 261 1.80 0.40
-law-rise sad and
Tributary Area = N Bgft
0.7 •1074 1.25 / El5 1.80 0.24
7.8 .1083 1.25 / 215 1.60 0.2E
8-9 -69 1.60 / 252 1.60 0.28
B•IO -1 1.80 / 3070 1.25 0.66
10.11 .11 2.60 / 2972 I. 0.63
3C co". am. / 11NS.ID17. 61IL-tl
-105 1.80 / 278515 0.59
13-14 eo 1.e0 / a7e41.23 0.59
14•IS/ 34531.as0.44
111 / 27591.23 0.4616-17
/ 1281I.1S0.34
17-i8 / 7271.zs OAS
1e -ie -122(1.80)/
17-11-8
5-0-11 13-8-1
471zs0.0910-3-8
19-zo -2797 I-LS3/ 471.80O. aL
zo•zl •2754 1.25 / 7i.an 0.38
1 2 3 4 5
6 7 8 9 10
11
R1 001f.(DOT. / TENS. DUI. OSI
2.13 •8(1.233/ TIO 1.23 0.04
10.00
_10.0 -4.0
2-14 -408((1.803/ 241 1.80 0.08
3•u •lz4 1.60 / 297 1.25 0.12
1.5X4 4X10
3.15 / 2840 1.zs o.ss
4 -as -73(1.23)/ 92 1.60 0.03
H0710
3X8 5X8
5 -IS / allf 1.25 0.38
5.18 •2348(1.23)/ u 2.80 0.69
1554 1.25 0.63
3X6
6.11 •1333 1.23 / w 1.eo 6.47
7.17 I8 1.50 / 871 1.zs o.as
7.18 -463 I.z3 / o.ls
e-le / e73 1.zs O.3s
8-i9 •1558((1.25 / 89 1.60 O.SE
9.1_1
4X
>56X8
9 4
15
9.19 -69(2.803/
aloz 1.zs o.s9
I 6_ _6
1.5X4
1.5X4
SHIP
9 -Eo .2724C(1.zs
to-zo -Iso 1.zs
/ ui 1.60 o.az
/ 99 1.so o.ae
4X10 SS0612
3X10
111
I 4X6
x
0-6-2 3X8
7X8 3X4 8X10 3X4
B2
B3
0-3-13 _
W:308
W:308
P�
Bi 6.5 6.50
38 6-8
105
T•
W:308 0-1;12
U:-1
: 715
U:-71596
R:1412 12-2-8
U:-82 12-2-8
100
x1-12
46-11-12
STUB 12 13 14 15 16
17 18 19 20
21
No. C 72180
C(V14 P
PF CAUV
All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 pa., "S" for Super
Strength 18 go. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 5/6/2016
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
268 Homewood
**WARNING!*" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
Cast: LEWIS WILLIAMS
- toss
(CAS
**IMPORTANT"'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIB: Drive_M_0220318_L00007rJ00001
Trusses require ertreme care in rabricating, isshipping, installing and bracing. Refer to and follow the latest edition of SCSI (Buildna Component
Wil: Drive_M_0220318_L000
SafetyInformation, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless
Dsgor: AW :ILC = 42 Wf /PLY: 382
iV
noted otherwise, tap chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown
TC Live 20.00 psf
LivelhSnoufar L=1.25 P=1.25
r� rt
� 1�^\\V\IJII
/�/
ALM
a 83, B7 or 810, as applicable. Apply plain to each face of truss and
for permanent shown
a restraint n webs shell have bracing edeas tl per BCSI otherwise.
position as shown amus and on the Joint Details report uNess noted oNerwise.
TC Snout(Pf) 0.00 psf
SaoNDar L=1.15 P=1.15
fl
Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in
TC Dead 14.00 psf
Rep Mbr End / Comp / Tens
AN ITW COMPANY
conformance with ANSIrrPi 1, or for handling, shipping, installation 8 bracing of trusses.
A seal on this drawing or cover page listing this drawling, Indicates acceptance of professional engineering responsibility
BC Live 0.00 psf
1.10 / 1.10 / 1.10.
2820 N. Great SWPAwy. Grand Prairie, 7X 75050
solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building
BC Dead 8.00 psf
0. C. Spacing 2- 0- 0
DesignerperANSI/TPI 1 Sec.2
TRUSPLUS 6.0 VEE: TB.S.ZO
For more information see this job's general notes page and Nese web sites:
ALPINE: www aloineitwcam :TPLwww toinstora WTCA: wwwsbcindustryore, ICC: www ieesefenm
Bldg Code: CBC -2013
-' -
DEFL RATIO: L/240 TC: L/24
Job Name: SINGLE FAMILY RESIDENCE Truss ID: A06 Qty: 11
BIG 1 -LOC REACT
IZ
SE REQ ;D
1 0- 3. 8 1412 3.50" 1.51"
2 32-10- 4 1600 3.50" 1.71"
MAX DM CTION (sppgn)
!
L/887 ME4-5 (LIVB)•LC 42
L=-0.40" D= .0.80" T= -1.20"
EX.WE DEP CRITERIA:L/120
IN 1®1 IS- 8; T= 0.08"
_= Jrdat 1 -ti- e
1 0• 0• 0 B 0- 0- 0
z 7. 1• a l0 7- 1- 4
3 to. 3. 8 11 ID- 3• s
4 12. 2. 8 12 I8- 4- 1
s 17. 8. 8 13 v e- 8
e a 8.12 a E4- 6-/E
7 ES• 3. 0 13 32-10- 4
8 ]E•10. 4
CRITICAL emus FORM:
TC COtr. DTR. / Tm6. DOB. CSI
1•L -4430 1.25 / 597 1.60 O.SB
2-3 -4046 1.25 / SSB 1.60 0.91
3.4 •3078 1.25 / an 1.60 o.ae
4-5 -5078 1.25 / 682 1,60 0.76
5.8 •'325 1.2.5 / E49 1.60 0.41
B-7 •108t 1.25 / 165 1.60 O.ES
7-8 -208 I.80 / LLB 1..0 O.Ee
K C08r. DOB. / TENS. R. CSI
B -IO •787 1.60 / ]785 1.25 0.58
t0 -ll -7EE 1.60 / 3784 1.25 0.59
11 -IE -530 1.80 / ]454 1.25 0.44
I2-13 •a5L 1.80 / EJso 1.25 0.44
13./4 •IB4 1.80 / ILBt I.ES 0.33
14 Is •143 1.60 / 686 1.25 0.49
Bl011110t.1R. / TENS. CSI
2-1
0 .124.60 / 114 1.25 0.05
E-11 -4E0 1.60 / JAS 1.80 0.08
3.// -lE5 1,80 / 'M 1.25 O.1L
3.12 -313Z4'1.60 / 2842 1.25 0.36
4-12 -76 1.zs / 97 1.80 0.03
5 -IE -433 1.60 / 2877 1.Es 0.37
5-13 -14514 I.zs / 238 1.60 0.69
s -I3 -162 1.60 / 1543 1.25 0.63
6.14 .1291 1.z5 / 184 1.60 0.46
7-14 -26 1.60 / 1037 1.11 0.42
7-145 -1410 Lzs / 137 1.60 0.61
8-15 -234 1.60 / ISO 1.60 0.48
TC 2x4 DPL #1 D Btr.
BC 2x4 DPL' #1 6 Btr.
2x6 DPL #2 14.15
WEB 2x4 DPL STANDARD
2x4 DPL 01 D Btr. 3-12, 12-5
WEDGE 2.6 DPL #2
Ker (creep factor) = 2.00
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
Loaded for 10 PSP mon-cencurrent BCLL.
............... ...... .
Unrestrained horiz. LL deflection = 0.40 "
.... .... ..... . .. . . . . . .
End verticals are designed for axial loads
only, "less noted otherwise.
9-1-1
2
4X10
0-6-2
B1
®Web bractag required at each location shown.
Be fer to BCSI for proper required loteral
restraint. For alternative web bracing,
see rrWRCG's standard details.
Desiggnnedper ANSI/TPI 1-2007
Fabrication Tolerance = 20.0%
Bearings designed for an PcPerp value of the
lesser of the truss chord lumber value or
625 for all bearings.
IHC/IBC truss plate values are based on
testingland approval as required by IBC 1703
and AN and are reported in SSB -Ills.
Drat a shall be provided to avoid pending.
PIATlIi� tASBD ON GREEN LUBBER VALUES.
20 paf Live Load aappplied to bottom chord in
accordance with IBC/IBC code previsions.
10-3-8 17-11-84-7 4
11 2 13 4 5 6 Y7 8'
10.00
1.5X3
10.0
5X
This design based on chord bracing applied
per the following schedule:
sax o.c. from to
TC 24.00" 10. 5- 4 28- 4-12
UPLIFT REACTION(S) :
Support CDC Wind Non -Wind
1 .71 Ib
2 -99 lb
HORIZONTAL REACTION(S)
support 1 284 Ib
support 2 294 lb
This truss is designed using the
ASCET-10 Wind Specification
Bldg Enclosed = Yes,
Truss &mention = Not End Zoete
..ICategory = C
s Length = 65.08 ft, Bldg Width = 72.33 ft
tleam roof height = 14.54 ft, ■!b = 110
Occupancy Categgory II, Dead Load = 13.2 psf
Designed as No It ®ind pores Resisting System
Low-rise and Components and Cladding
Tributary Area = 66 sqft
Vertical members exposed to wind: 1S- 8
1.5X3
9-1-1
SHIP
5-3-0
1
B2
6 %At inn
W:308 6.5 -6.50 R: 600
R:1412 0-112
U:-71 i 12-2-8 -� I 8-3-8 i U:-99
12-2-8
0-1-12 32-10.4 114-1-8
STUB 9 10 11 12 13 14 15 -STUB
All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super • -
Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled pYates and false frame plates
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
5/6/2016
268 - Homewood Truss
"WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWING!
"IMPORTANT'
Cast: LEWIS WILLI MS
DIB: Drive_ M_ 0220316_1,00007J00001
(CA)
FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
^
Trses reQuira extreme care in lebricating, handling, shipping, inttalling and bracing. Refer to and follow the latest edition of SCSI (Buildng Component
W0: Drive0220316_L000
Safusety Information, by TPI and WfCA) for safety practices prior to performing these functions. Instaflers shall provide temporary bracing per BCSI. Unless
Dsgnr: AW #LC = 46 Wr/PLY: 265
v V rs
noted otherwise, top chord shall have propery, attached structural sheathing and bottom chord shall have a property attached raid ceiling. Locations shown
tete
TC Live 20.00 ppsf
LiveSnowDar L=1.25 P=1.25
O I �\ I I
��� n r7
for permanent lateral restraint n webs shall have bracing instilled per Cher ise. rre B3,137 or 810, as applicable. APPN plates to each of truss and
position as shown above end on the Joint Details report unless noted otherwise.
TC Snow(PF) 0.00 sf
( F)
SaowDar L=1.15 P=1.15
U v
Alpine, a division of ITW Building Components Group Inc.. shag not be responsible tot any deviation from this drawing. any failure W build the truss in
TC Dead 14.00 paf
Rep ifbr Bad / Comp / Teas
AN /TW COMPANY
conformance with ANSIrTPI 1, or for handling, shipping, Installation L bracing of trusses.
A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility
BC Live 0.00 paf
1.10 / 1.10 / 1.10
2820 N. Great SW Pkwy. Grand Pralds, TX 76050
solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building
BC Dead 8.00 prof
O. C. Sparcing Z- 0- 0
DesignerperANSI?PIT Sec.2
TRUSPLUS 6.0 VSO: T6.5.20
For mora information see Nis job's general notes page and these web sites!
ALPINE: www alsinsimcorn TPI: wwwminstsra WTCA-lac'nduaMora-ICC:wvnvicsafsoro
Bldg Cade: CRC-ZO13
DEPL RATIO: L/Z40 TC: L/24
[Job Name: SINGLE FAMILY RESIDENCE Truss ID: AOG Qty: 1 I
BRIG R -LOC REACT SIZE REQ'D
1 0- 3- 8 264 3.50" 1.50"
2 1- 2- 4 113 5.50" 1.50"
3 2- 2.12 154 3.50 1.50"
4 3- 6.12 1583.50" 1.50"
5 4-10-12 176 3.50" 1.50"
6 6- 2.12 ISO 3.50" 1.50"
7 7- 6-12 2013.50" 1.50"
8 8-10-12 252 3.50" 1.50"
9 10- 2-12 165 3.50" 1.50"
1011- 6-12 291 3.50" 1.50"
11 12-10-12 254 3.50" 1.50"
12 14- 2-12 283 3.S0 1.50"
13 1S. 6.12 260 3.50" 1.50"
14 a8-10-12 360 3.50" 1.50"
15 IS- 2-12 237 3.50" 150"
16 19- 6-12 377 3.50" 1..50"
17 20.10-12 340S.SO" 1.50"
18 22- 2.12 303 3.50" 1.50"
19 23- 6.12 294 3.50" 1.50"
20 24-10.12 290 3.50" I.SO"
21 26- 2-12 284 3.50" 1.50"
22 27- 6.12 248 3.50" 1.50"
23 28-10.12 236 3.50" 1.50"
24 30- 2.12 220 3.50" 1.50"
25 31- 6.12 292 3.50" 1.50"
26 32-10. 4 169 3.50" 1.50"
MAX DEFLECTION (span) :
L/999 MEN 14-15 (LIVE) LC 1
L= 0.00" D= .0.01" T= -0.01"
EX DEF CRTTERML/120
IN Im 51-26; T= 0.07"
Tc
1•E
COEP. OUR. / TENS. BUR. CSI
•259 1.60 / 206 1.60 0.04
L-3
•2E8 1.60 /
178 1.80 0.04
3.4
-208 I.so /
.99 I.60 0.03
4.5
s-6
187 1.60 /
-165 1. so /
las 1.60 0.03
142 1.60 0.03
6.7.158
1.60 /
.74 1.60 0.01
7.6
•209 I.so /
L0s 1.60 0.01
s-9
e 10
-150 1.60 /
-150 1.60 /
leo 1.60 0.04
les 1.60 0.04
10-11
-Iso 1.60 /
Iso 1.60 0.04
11-1L
la.11
-150 1.60 /
-Iso 1.80 / .180
Ise 1.60 0.04
1.80 o.os
13-14
-Iso l.so /
Iso 1.80 a.as
14-I5
-150 1.60 /
leo 1.60 0.06
I5-16
16-17
-148 1.60 /
-148 1.60 /
lel 1.60 0.06
161 1.60 0.05
17-18
-148 1.60 /
191 1.60 0.04
IB -IB
18 -ail
-148 1.60 /
-148 1.60 /
161 1.80 0.04
161 1.60 0.04
20•at
-148 1.60 /
161 1.60 0.05
L1 -EE
22-E3
-148 1.61) /
-175 1.60 /
181 1.80 0.05
153 1.60 0.05
13.24
•193 l.So /
x08 1.60 0.06
24.251
LS -EB
•14 l.so /
-101 l((.DDso /))
148 1.60 0.04
103 1.(60 0.))03
3x8
c?"'OX
27CSI
60)/
103(1 60) 063
28.33
/
0.01
33 -34314
4-35
0(1.25)/
O(1.60) 0.04
35-36
39.37
/
a 0
37.38
/
0.01
38.39
/
0.02
39-ao
/
0.x6
40.41
/
0.06
41-S1
/
0.01
WE
Colo. DUB. /
TENS. DUB. CSI
z-28
-14a Las /
60 1.60 0.0z
3-E9
.136 1.2s /
28 1.60 0.Oz
4 -So
las 1.x5 /
a7 1.60 0.05
5.31
-169 1.x5 /
21 1.80 0.08
6.32
-178 1.25 /
19 1.80 0.12
7.33
245 1.25 /
0.24
8.34
174 1.x51 /
z(l.ao) o.os
e-35
x19 1.25 /
0.008
10.18
-E42 1.25 /
0.09
11.37
12.38
-260 1.25 /
-270 1.25 /
0.08
0.10
TC 2x4 DFL #14 Btr.
BC 2x4 DFL #1 A ltr.
WEB 2x4 DFL STANDARD
WEDGE 2x0 DFL #2
Fabrication Tolerance = 20.0%
Rcr (creep factor) = 2.00
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
Loaded for 10 PSF eon-coucarrent ICU.
Mark all Interior bearsagg I catioan.
Install interior supports) before erection
Permanent bracing is required to
!revent rotation/toppling. See
CSI and ANSI/TPI 1.
PLATING BASED ON GREENY LUIUIEt VALUES.
Pad verticals are designed for axial loads
onlyy� mnless noted otherwise.
BOHIZONTAL REACTIONS)
support 1 117 6
support 2 -106 16
Nat dea�gguned for attic storage unless
noted at cruise.
YB COEP. DLR. / TENS.(DUR.) CSI
13-39 -274 1.25 / 0.10
14-40 453 1.25 / 0.09
15.41 •375 1. IS / 0.14
18.12 -917 1.25 / O.12
17.451 2ez 1.x5 / o.Io
19.44 -E72 1.25 / 0.10
19-451 x519 ..Z5 / 0.09
20.49 -E42 I.2S / 0.09
x1.47 zz7 1.x5 / 0.09
23.98 -214 1.as / 0.07
24.49 -188 1.25 / 22(1.80) 0.18
25-50 •199 L 25 / 1S . 60 00.13
26.50 -134 1.80 / 182 1.60 to
2s -sl 134 1.25 / a8 t.so 00.47
IE
0-6-2
4X6
®Web bracing repaired at each location shown.
Refer to iCSI for proper required lateral
restraint. For alternative web bracing,
see ITWBCGts standard details.
Designed per ANSI/TPI 1-2007
Bearings designed for on FcPerp value of the
leaser of the truss chord lumber value or
625 for all bearings.
IHC/IBC truss plate -toes are based on
testing and approval as required by INC 1703
and AN and are reported in ESR -1118.
Drainage shall be provided to avoid pa Wag.
Building designer shall verify gable Ioads
and eave leads, if applicable.
1+1 gaaxpbpoole bract reqquuired 0 42" intervals,
if seeeTiWBCG Iso wfad Gable Bracing Details. to
This truss is designed using the
ASCE7-10 Wind Specification
Bldg Enclosed = Yes,
Truss Mention = Not End Zone
MCategory = C
)1 g Length = 65.08 ft, Bldg Width = 72.33 ft
Me" roo
Meheight = 14.54 ft, aph = 110
Occupancy Category II, Dead Load = 13.2 psf
Designed " Rain Wind Force Hesistiag Syatea
Low -rime and Co onents and Cladding
Tributary Area = 144 sgft
Vertical members exposed to wind: 51-26
1 2 3 4 5 6 7 8 9 10 11 12 1314 15 16 17 18 19 20 2 223 24 26
10.00
-10.0
This design based on chord bracing applied
per the f-ollowing schedule:
aux o.c. from to
TC 24.00" 10- 5- 4 28- 4-12
UPLIFT REACTION(S)
Support CBC Wind Non -Wind
1 .42 Ib
2 -91 16
3 •27 ib
4 -13 16
S .10 Ib
8 -7 Ib
7 •8Ib
8 10 16
9 .6 16
10 .12 Ib
11 -10 16
12 .11 16
13 -ll 16
14 -14 16
IS -9 16
16 -I5 16
17 -14 Ib
18 -12 16
19 -12 lb
20 .1/ Ib
21 -10 Ib
22 •10 lb
23 -9 16
24 -9 Ib
25 -v5 16
III -26 16
Truss designed to support 1-0-0 top chord outloolters
and cladding load not to exceed 10 PSP one face, and
24" span opposite face. Top chord must not be cot or
notched.
2.5X4- - - -
0-1-12 32-10-4 114 1-8
STUB 27 28 29 30 31-32 33 3435 36 37 38 3940 41 42 43 44 45 46 47 48 49 50 STUB
TYPICAL PLATE: 1.5X3 - OVER SUPPORT AS SHOWN
,4�SyFv. T.
J
No. C 72160
CAUV
All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 pa., "S" for Super-- -- •-- - - x -k-. _ `� - -
Strength 18 ga. Plates are to be positioned per Joint Detail Report Circled plates and false frame plates 5/6/2016
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
268 - Homewoodruss
"WARNING!`* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
Cast: LEWIS WILLIAMS
(CA)
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIB: Drive_M_0220316_L00007_j00001
Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Builsng Component
WO: Drive_M_0220316_L000
Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless
Dsgnr: AW #LC = 43 WI/PLY: 445
V V pa
noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown
810, face
TC Live- 20.00 psf
Liveur L=1.25 P=1.25
D
/'�
Al�
�
for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3. B7 or as applicable. Apply plates to each of truss and
position as shown above and on the Joint Details report unless noted otherwise.
TC Snout P 0.00 psf
(
Snowl ur L=1.15 P=1.15
Alpine, a division of ITN Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in
TC Dead14.00 psf
Rep Mbr Rod / Comp / Tens
AN /TW COMPANY
conformance with ANSI/7PI 1, or for handling. shipping, installation a bracing of trusses.
A sea) on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility
BC Live 0.00 pair
1.00 / 1.00 / 1.00
2820 N. Groat SW Pkwy. Grand Prafrfa, TX 75050
solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building
BC Dead 8.00 psf
0. C. Spacing 2- 0- 0
Designer per ANSI/rP1 f Seat
TRUSPLUS 6.0. VER: 76.5.20
For more information see this job's general notes page and these web sites:
ALPINE: wwwatoneivcom TPI: mmo tonsturn:WrCAwwwabnntl-y�nrg.ICC:nomEacsafnnrn
Bldg Code: CRC -2013
DBFL RATIO: L/240 TC: L/24
Job Name: SINGLE FAMILY RESIDENCE
BRG X_ LOCBRACT SLZE BEQ'D
TC 2z4 DPL S1 4 Btr.
1 0- S-12 988 3.50" 1.50"
BC 2z4 DFL 141 B Btr.
2 17- 1-14 967 3.50" 1. SO"
WEB 2z4 DFL STANDARD
MAX DEMATION (sger
L/999 MEM 4-5 (an )•LC 64
(creep factor) = 2.00
Refer to Joint QC Detail Sheets for
L= -0.20" D= -0.27" T= .0.47"Cq
tLetors and Rotational Tolerances.
Jelat 1-1:11- a
i o- 0- 0 6 e- 0• o
Leaded for 10 PSP non-rnntorrent BOLL.
PLATING BASED ON GREEN LUMBER VALUES.
2 s• 7 4- o• 0
20 psf Live Load applied to bottom chord in
3 4• .0-.0.- a s- 0-13
4 11.1-10 9 11. 1-10
accordmace with IBC/IRC code provisional.
S- 17. 7-/0 10 17- 7-10
OB:
CRITICAL KEOU iC85
TC CORP.
1-z •IOlB 1.25 / 89 1.00 0.48
2-3 -875 1.Ls / 180 L80 0.71
3-4 -875 IAS / ISO 1.60 0.71
4.5 -1018 1.25 / 69 1.60 0.48
BC COBr.(8U8.)/ TOis.
v V ry
-7 1.200.48
101111,)t5IT -
86831.LS
.8.8
LiowDor L=1.25 P=1.25
/ 6831.z5 0.9-10 / 6831.25 0.49
r� rt
�i
R COLD. / 78114. M.
CSI
z-7 -178 1h / 131 M. 0.07
Truss ID: CAN
Designed per ANSI/TPI 1.2007
Fabrication Tolerance = 20.0%
Bearloga designed for an FcPerrpp value of the
lesser of the truss chord 106er value or
625 for all bearings.
IRC/IBC truss plate values are based on
testinogg and approval as required by INC 1703
and ANSI/TPI and are reported is ESR -1118.
"r
3.8 -124(1.803/ 1ll(1.Ls) 0.29 '
4.8 .118(1.25 / 131 1.00 0.07
t 8-9-13 l 8-9-13 i
1 2 3 4 5
10.00 10.0
745
SYf
29
UPLIFT REACTIONS) :
Support CBC Wind Non -Wind
1 -43 Ib
ROR79ANTAL REACTION(S)
support 1 -199 Ib
Thi:2 199 Ib
This truss is designed aging the
ASCE7-10 Wind Specification
Bldg Enclosed = Yes,
Truss location = Not Bad Zone
88ategory = C
I.I.dg Le h = 65.08 ft, Bldg Width c 72.33 It
Mean ro LIght = 13.68 ft, imph = 110
Occupancy categ•ry II, Dead Load = 13.2 psf
Designed as Bain 1sed Force Resisting System
Low-rise and Components and Cladding
Tributary Area ='35 sgft
TYPICAL FOR THIS JOB UNO:
REFER TO ITW BCG'S standard detail
for the pi -bade standard
connect on info. Piggy -back Caps
supporting more than 24" of load may
require additional connections and
must he verified by the Building
Desig.er. Wind loads are based on the
spacing shown.
• THIS CONNECTION REQUIRES PURLINS
INSTALLED AT 24" O.C. OR LESS REGARDLESS
OF THE PURLIN SPACING SHOWN ON THE BASE
TRUSS. PURLINS MUST BE INSTALLED PER TPI.
45
SHIP
R:968 w R:967 - - -
U:-43 U:43
17-7-10 f
6 7 8 9 10
A
1
CNIL P
9�dF r..AUFd
•
All connector plates are ALPINE Wave 20 ga., unless preceded by 'H" for High Strength 20 ga., "S' for Super =
Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates
_
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. -
268 - Homewood Truss
**WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
Cnst: LEWIS WILLIAMS
(CA)
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIR: Drive_M_0220316_L00007JJO0001
Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component
W0: Drive_9_0220316_L000
Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shag provide temporary bracing par BCSI. Unless
Dsgnr: AW PLC = 65 WT/PLY: 99
v V ry
noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown
BCSI B3,87
finless
TC Live( 20.00 sf
LiowDor L=1.25 P=1.25
rr r=��
r� rt
�i
for permanent lateral restraint n webs shall have bracing tl per sections or 810, as applicable. AOPN plates to each face of truss and
position as shown shwa and on the Joint Details repon, unless noted otherwise.
TC $OOw P 0.00 psf
$OOWDnr L=1.15 P=1.15
II IILJI�U�J
If��\V\Illl
11
Alpine. a division of ITW Building Components Group Inc.. shag not be responsible for any deviation from this drawing, any tagure to build Na truss in
TC Dead 14.00 of
P
Re MbEnd / CO / Tens
P r mP
AN /TW COMPANY
conformance with ANSI?PI 1, or for handling. shipping, installation 8 bracing al trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility
BC Live 0.00 psf
1.15 / 1.10 / 1.10
2820 N. Great SWPkwy. Grand Pralde, TX 75050
solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building -
BC Dead 8.00 psf
0. C. Spacing 2- 0- 0
Designer per ANSI?PI f Sec.2
TEUSPLUS 6.0 VER: T6.5.20
For more information see this job's general notes page and these websites:
ALPINE: www.aloineitacam: TPI: www.toinstora WTCA: wwwsbeindustrv.ora• ICC: www]-affe.om
$1 Code: CRC -2013.
dg
DEFL RATIO: L/240 TC: L/2421
1
Job Name: SINGLE FAMILY RESIDENCE Truss ID: CAPG Qtv: 2 1
BEG X. LOC
REACT SIZE REQ1D
1 0- S-12 413 3.50" 1.50"
2 6- 1.13 170 3.50" 1.50"
3 11- S-13 770 3.50" 1.50"
4 17- 1.14 413 3.50" I.SO"
EAI DEFLECTION (span) :
L/999 NEW 11-12 (LIVE) LC 89
L= -0.06" D= -0.06" T= -0.15"
-__ )eiet L -ti- -
10. 0. 0 14 e- o• o
L 2.1•,1 1
5 z- ,.13
3 3. 5.13 16 3. 5.13
4 4- 9-11 17 4- a -I3
s 9. 1.13 18 6. 1.13
e 7- 3-13 19 7. 3•w
7 a- 0:1133 zo a• 9•I3
8 10- 21 10. 3.13
9u• 5.13 Lz 1,• 5-u
10 ,z• 9.13 L3 1L- 9-13
11 14. 1.13 u 14. 1.13
12 15- 5-13 ai 15- 5-13
13 IT- 7.10 Ls 17. 7.10
Tc
coiv. OUR. / TENS. DUB. csi
1•L
N-248
•E67 ,.LS /
1.25 /
He 1.60 0.18
106 1.25 0.26
3-4
•LLB I.as /
158 1.a5 O.E3
4-3
-206 1.23 /
207 1.25 O.L9
5-6
6-7
-3E7 1.25 /
-288 1.25 /
34 1.25 0.23
63 ..as0.10
7-e
-z99 .1 a5 /
63 1.25 0.10
8.9
-3L7 1.25 /
Sa 1.25 0.23
8-10.206
10-11
1.25 /
-826 1.23 /
207 1.25 0.z9
169 1.25 0.23
11 -la
-z49 1.z5 /
109 1.25 0.26
12-13
-E67 1.25 /
ao 1.60 0.18
U
CORP. trill./
TEn Dla. CSI
14-15
-135 1.60 /
241 1.60 O.SD
is
1B•17
.135 1.60 /
•135 1.60 /
241 1.60 0.31
Z41 1.60 0.31
17.18
•135 1.60 /
241 1.60 0.36
18.19
-135 1.60 /
141 1.80 0.38
19 an
a0 -al
•135 1.60 /
-135 1.60 /
a41 1.60 0.08
141 1.60 0.08
21.2a
-135 1.60 /
a41 1.60 0.36
22.23
•135 1.60 /
241 11.60 0.26
23.7.4
24.25
.135 1.60 /
-I25 I.60 /
241 1.60 0.31
241 1.80 0.ll
a5 -all
-135 1.60 /
241 1.60 0.30
81
C09?. OUR. /
TENS. OUR. csi
2 -IS
-85 I.ES /
E9 1.80 O.OI
3•le
4-17
-69 1.a5 /
-B8 1.25 /
14 1.80 0.01
al 1.80 0.02
5 -IB
-4g6 1.25 /
19 1.60 0.16
6-19
7-z0
-103 1.25 /
-97 1. as /
17 I.80 0.08
45 1.25 0.07
8 - EI
-TOE 1.25 /
11 1.60 0.06
B-22
10.23
•406 1.i3 /
•B8 1.25 /
39 1.60 0.16
al 1.80 0.0E
11.24
•69 1.25 /
a4 1.80 0.01
12.25
•65 1.25 /
a9 1.60 0.01
TC 2a4 DPL #1 I Rtr.
RC 2.4 DFL #1 I Rtr.
WEB 2s4 DFL STANDARD
Her (creep factor) = 2.00
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
Loaded for 10 PSF oon•conemreat BC1.L.
Hark all interior bearing locations.
Persament bracing is required to
Revent rotation/toppling. See
CST and ANSI/TPI 1.
PLATING BASED ON GREEN LUMBER VALUES.
Not designed for attic storage usless
noted otherwise.
Designed per ANSI/TPI 1.2007
Fabrication Tolerance = 20.0%
Bearings designed for an FcPerp value of the
leaser of the truss chord lusher valve or
625 for all bearings.
IRC/1K truss plate values are based on
testinngg and approval u required by TIC 1703
and ANSI/TPI and are reported is SSR -1118.
Install interior support(s) before erection.
Building designer shall veritj gable loads
and cave leads, if applicable.
1+1 gable brnei regnIred s 4211 intervals,
if See Is
ssoGa orf Ioadle Bracingplied to Details.tatt.
ReferII77tWWoffCCD66WG PBIISIOIO14 and/or P2160101014
for pi ck details. grace top chord of
suppor truss with 2X4 purlins spaced 2411 o/c
wax. Align upper and lower trusses and
support upper truss on the purlins.
1 2 3 44 6 7 8 9 10 11 12 13
11 0.00 - I V.UU
SYn
ww.aun wT.auo w.aua ��o
R:413 R:770 R:770 R:413
U:14 U:-29 U:-29 U:-14
r 17-7-10 r
14 15 16 17 18 19 20 21 22 23 24 25 26
TYPICAL PLATE: 1.5X3
OVER 4 SUPPORTS
All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super
Strength 16 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates
are positioned as shown above. Shift gable stud plates t0 avoid overlap with structural plates.
UPLIFT RBACTION(S) :
Support CIC Wind Non -Wind
1 -14 11
2 •E9 11
3 -29 Ib
4 -14 lb
HORIZONTAL REACTIONS)
support 1 -189 I►
support 4 -189 16
This truss is designed using the
ASCE7-10 Wind Specification
Bldg Enclosed = Yes,
Truss Location = Not Ead Zone
mCategory = C
B! g Length 6S.08 ft, Bldg Width 72.33 ft
Henn roof height = 13.68 ft, mph = 110
Occupancy Category II, Dead Load 13.2 psf
Designed u Hain Wind Force Resistiog System
- Low•rlse and Components and Cladding
Tributary Area = 54 sgft
Truss designed to support 1-0-0 top chord ontlookers
and cladding load not to exceed 10 PSF one face, and
24" span opposite face. Top chord must not he cwt or
notched.
T.
No. C 72160
CIVA, P
grFOF
5/6/2016
Z68 - Homewood Truss
"WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
Cast: LEWIS WILLIAMS
(CA)
"*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIB: Drive_B_0220316_L00007_J00001
^
require extreme care in fabricating, handing, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Bulling Component
W0: Drive_B_0220316_L000
Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. installers shall provide temporary bracing per BCSI. Unless
Dsgnr: AW #LC = 109 Wr/PLY: 1464
v VTrusses
to
noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached dgid ceiling. locations shown
lace
TC Live 20.00 psf
LiveDur L=1.25 P=1.25
rt �� r� rr r�
I�r��\V\I.III
a 83, B7 ar 870, as applicable. APPY plates to each of truss end
for permanent lateral restraint n webs shall have bracing installed par BCSI otherwise.
position as shown above eM on the Joint Details report, unless noted otharvrise.
TC $vOW P 0.00 psf
( f
SaOWDar L=1.15 P=1.15
IILII� III��L_
Alpina, a division of ITW Building Components Group Inc_ shall not be responsible for any deviation from this drawing, any failure to build the truss in
TC Dead 14.00 psf
Rep Plbr Bud / Camp / Teas
AN /TW COMPANY
conformance with ANSIfrPI 1, or for handling, shipping, installation 8 bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance o1 prefessional engineering responsibility
BC Live 0.00 psf
1.00 / 1.00 / 1.00
7878 Al. Great SW Pkwy. Grand Prairto, TX 75050
solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building
BC Dead 8.00 psf
0. C. Spacing 2- 0- 0
Designer per ANS11TPI f Sec.2
TRUSPLUS 6.0 VER: T6.5.20
For more information see this job's general notes page and these websites:
ALPINE: wvnvaloineitveeum' TPI: www .toinstom:WrCA:vvvnv.sbeindustrv.omICC: wwericessfe.ero
Bldg Code: CBC -2013
DM RATIO: L/240 TC: L/24
Job Name: SINGLE FAMILY RESIDENCE Truss ID: G01 Qty: 6
ZRG I -LOC REACT SIZE ZEQ'D
1 0- 1-12 1521 3.50" 1.62"
2 21.10- 4 1522 3.50" 1.02"
RAI DEFLECTION (span) :
L/099 MEN 13-14 (LIVE) LC 42
L= -0.21" D= -0.24". T= .0.45"
_= Idat Latiau -
i o- o- 0 11 4- a• 0
z 4• 9- 0 12 :-.9 .1x
s D• B -1L 13 •- B
4 9- 2. 1 14 v- o- 0
s II. 0. 0 15 Is- 0- a
612- 9-15 16 1s- z- 4
7 Is- E- 4 v 17- 6- 0
a 17- a- 0 18 as o- 0
6 zz- o- o 19 11- 0. 0
10 0. 0. 0
CR1T1uL NIOEM FORM,
TC COIR. BUR. / TFRM11UI.) CSI
1-E -1887 l.as / 0.16
z4 -1871 1.zs / 0.60
s-4 -1186 1.zs / o.a7
4.5 •461.60 / a39 1.z5) 0.74
s -s -47 1.60 / z7sll.Es o.73
6-7 -1184 l.zs / 0.64
7.8 •187e 1.zs / 0.ee
8-9 •1864 1.z5 / 0.18
a COIR.(DUR.)/ TINS. DUR. CSI
10!11C
o-v / 14371.33 0.34
u -lx / 1440 1.zs 0.43
1za3 / 16721.00 0.51
13.14 / 1783 o.eo 0.48
13.14 -731(o.90)1 103 1.60 0.34
14.13 / 17M0. W 0.4a
14-1s -704(0.90)/ 109 1.60 0.28
1s -w / 1e41 1.OD 0.so
16:167/ 14411.zs 0.a
v -l8 / 14381.as 0.34
12.13 -108(1.80)/ 383 1.27 0.29
1s -IB 76(1.60)/ 478 1.25 0.7E
Will COer. DUI. / 7HILS. DUR. I'S
275 I.ES003-1207-le / 764 1.00 01
a-leo6.17 -143 1.so / 7s l.xs 0
TB cop. buIT / Tm.(Dua.) LSI
4.19 •1344 I.Es / o.z7
19-6 •1504 1125 / 0.27
kF comp.(BUR.)/ T1013 rntn.) col
19-3 / 64 0.90 0.04
TC Zx6 DFL 82
2x4 DFL Y11 Btr. 1.2, 8-9
BC 2x4 DFL 41 A Etr.
WEB 2x4 DFLSTANDARD
TIB BEAR Zx4 DFL STANDARD
ATTIC WB 2i4 DFL STANDARD
SIR BLZ 2x6 DFL 82
Attic room load = 4S psf, pplus may added
loads indicated. Iowa LL Deft. is L/360.
Loaded for 10 FSF aon•rnncarremt BCLL.
Attic collar tie regairea lateral restraint
sham plus bracing at the panel paints of
the collar tie (®less noted otherwise),
or rigid sheathing is required.
Designed per ANSI/TFI 1.2007
FabrIcation Tolerance = 20.0%
Bearings designed for an FcPerp value of the
lesser of the truss chord lumber value or
OZS for all hearings.
Zcr (creepe factor) = 2.00
Refer to Joint QC Detail Sheets for
Cil factors and Rotational Tolerances.
IRC/InaEggC trans plate valves are hosyyed on
tandtANSI/iPIaaad wal as are reportedred in ES ILC 1703
pr B-1118.
PLATING BASED ON GREEN LUMBER VALUES.
20 psf Live Load aappplied to bottom chord in
accordance with DC/IEC code provisions.
HORIZONTAL BEACTION(S)
support 1 237 lb
support 2 237 lb
This truss is designed owing the
ASCET-10 Wind Specification
Bldg Enclosed = Yes,
Trass Location = Not End Zone
BM� Category = C
Bldg 1,enjifith - 65.08 ft, Bldg Width = 72.33 ft
Hearn roof height = 14.78 ft, upb= 110
Occupancy Category II, Dead Land= 15.2 psf
Designed as Baia ®ind Farce Resisting System
-Low-rise and Components and Cladding
Tributary Area = 44 eegqft
-.........LOAD CASE it DESIGN LOADS ----------------
Dir L.Plf L.Loc R.Plf R.Loc LL/TI.
TC Vert 84.00 - 1- 0- 0 84.00 O- 0- 0 0.48
TC Vert 68.00 0- 0- 0 68.00 8- 8-12 0.59
TC Vert 88.00 6- 9-12 88.00 9- 0- 0 0.45
TC Vert 68.00 8- 0- 0 68.00 13- 0- 0 0.59
TC Vert 88.00 l3- 0- 0 88.00 IS- Z- 4 0.95
TC Vert 88.00 1S- 2. 4 68.00 22- 0- 0 0.58
TC Vert 84.00 2Z- 0. 0 84.00 23- 0- 0 0.48
BC Vert 16.00 0- 0. 0 16.00 6- 8-12 0.00
EC Vert 106.00 6- 9-12 106.00 15- Z- 4 0.75
C Vert 16.00 Is- 2. 4 16.00 22- 0- 0 0.00
4-6 V 20.00 9- 0- 0 20.00 13- 0- 0 0.00
'7t�y.ppee lbs I.Loc LL/TL Fastener
TC Yet 0.0 0- 1-12 1.00
TC Vert 0.0 21-10- 9 1.00
RC Vert 53.0 6. 9.12 0.00
SC Vert 53.0 1S. 2. 4 0.00
- All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super
Strength 16 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 5/6/2016
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
11-0-0
11-0-0
cast: LEWIS WILLIAMS
`1
2 3 4 f5
6 7
8 91
Trusses require extreme care in fabricating, handling, riNpping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component
1r 8.00 10 00-
_10-0 a
710.0
Dsgnr: AW #LC = 84 Wr/PLY: 196
6X10
noted otherwise, top chord shall have property attached structural sheathing and bwaom chord shall have a property attached dgid ceiling. Locations shown
Appy to face truss
TC Live 20.00 psf
- -
L1veDar L-1.25 P-1.25
3X6
3X6
TC St10W (Pf) 0.00 psf
$aOWDar L=1.15 P=1.15
2.5X4 19
2.5X4
TC Dead 14.00 psf
1.5X3
AN ITW COMPANY
conformance with ANSIrrPI 1, or for handling, shipping, Installation 2 bracing of Dunes.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of prefessional engineering responsibility
9-6-11
7X8
2620 N. Great SWPkwy. Grand Prald., TX 75050
7X8 10
BC Dead 8.00 psf
0. C. Spacing - 2- 0- 0
7 0 SHIP
4X6
Z
TRUSPLUS 6.0 {EB: T6.5.20
4X6
2
2or
4
04-11
1.5X3 2.5X4 2.5X4
1.5X3 0_4-11
4X6 2.5X4
7X10
B2
B1
W:308
-
W:308
R:1521I
R:1522
U:
5310534
U
0
22-0-0
10 11 12 13 14
15 16
17 181
HORIZONTAL BEACTION(S)
support 1 237 lb
support 2 237 lb
This truss is designed owing the
ASCET-10 Wind Specification
Bldg Enclosed = Yes,
Trass Location = Not End Zone
BM� Category = C
Bldg 1,enjifith - 65.08 ft, Bldg Width = 72.33 ft
Hearn roof height = 14.78 ft, upb= 110
Occupancy Category II, Dead Land= 15.2 psf
Designed as Baia ®ind Farce Resisting System
-Low-rise and Components and Cladding
Tributary Area = 44 eegqft
-.........LOAD CASE it DESIGN LOADS ----------------
Dir L.Plf L.Loc R.Plf R.Loc LL/TI.
TC Vert 84.00 - 1- 0- 0 84.00 O- 0- 0 0.48
TC Vert 68.00 0- 0- 0 68.00 8- 8-12 0.59
TC Vert 88.00 6- 9-12 88.00 9- 0- 0 0.45
TC Vert 68.00 8- 0- 0 68.00 13- 0- 0 0.59
TC Vert 88.00 l3- 0- 0 88.00 IS- Z- 4 0.95
TC Vert 88.00 1S- 2. 4 68.00 22- 0- 0 0.58
TC Vert 84.00 2Z- 0. 0 84.00 23- 0- 0 0.48
BC Vert 16.00 0- 0. 0 16.00 6- 8-12 0.00
EC Vert 106.00 6- 9-12 106.00 15- Z- 4 0.75
C Vert 16.00 Is- 2. 4 16.00 22- 0- 0 0.00
4-6 V 20.00 9- 0- 0 20.00 13- 0- 0 0.00
'7t�y.ppee lbs I.Loc LL/TL Fastener
TC Yet 0.0 0- 1-12 1.00
TC Vert 0.0 21-10- 9 1.00
RC Vert 53.0 6. 9.12 0.00
SC Vert 53.0 1S. 2. 4 0.00
- All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super
Strength 16 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 5/6/2016
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
288
**WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
cast: LEWIS WILLIAMS
-Homewood toss
(CA)
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIB: Drive_i1_0220316_L00007_j00001
Trusses require extreme care in fabricating, handling, riNpping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component
W0: Drive_ M_0220316_L000
Satety Information, by TPI and VVTCA) for safety practices prior to performing Nese functions. Installers shall provide temporary bracing per BCSI. Unless
Dsgnr: AW #LC = 84 Wr/PLY: 196
v V iV
noted otherwise, top chord shall have property attached structural sheathing and bwaom chord shall have a property attached dgid ceiling. Locations shown
Appy to face truss
TC Live 20.00 psf
- -
L1veDar L-1.25 P-1.25
r� r7
O I �\ I I
ALM
for permanent lateral restraint n webs shall have bracing installed per Cher sections 83, B7 or 810, as applicable. plates each o/and
positlon as shown above and on the Joint Details report unless naiad o he w se.
TC St10W (Pf) 0.00 psf
$aOWDar L=1.15 P=1.15
U v
Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in
TC Dead 14.00 psf
Rep R6r End / Comp / Tens
AN ITW COMPANY
conformance with ANSIrrPI 1, or for handling, shipping, Installation 2 bracing of Dunes.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of prefessional engineering responsibility
BC Live 0.00 psf
1.15 / 1.10 / 1.10
2620 N. Great SWPkwy. Grand Prald., TX 75050
solely for the design shown. The suitability and use of this drawing for any structure /s the responsibility of the Building
BC Dead 8.00 psf
0. C. Spacing - 2- 0- 0
Designer per ANSI/rPI f Sec.2
TRUSPLUS 6.0 {EB: T6.5.20
For more information see this job's general notes page and these web liter
ALPINE: www aloineitwcom:TPI: wvwvminston, WrCA.www sbendustryone: ICC: vnvwicce.feom
Bldg Code: CRC -2013
DEFL RATIO: L/240 TC: L/24
Job Name: SINGLE FAMILY RESIDENCE Truss ID: G02 Qtv: 8 1
BRG I -LOC REACT SIZE REM
1 0- 1-12 1437 3.50" 1.53"
2 21-10- 4 1522 3.50" 1.62"
MAX DEFLECTION (s an) :
L/927 M 16-17 (LIVE) LC 44
L= -0.28" D= -0.17" T= -0.45"
Jr i 0. 4 11 4 o• o• 0 11 4• a- o
24-
8- 0 12 8- 9-72
s 6- 8-I2 13 8-11- 8
4 9- L- 1 14 11- 0- 0
s 11- o- o Is Is- 0- 8
8 12- 8-15 18 15• L- 4
7 15- L- 4 17 11- 6- 0
8 11. 0• o le Ez• 0- 0
9 zz- o- 0 19 11- o- 0
100• o- o
CRITILL I®on FORCES,
7C CORP. Rlil. / TWLS.(DUR,) CSI
2-2 .1864 1.ES / 0.19
L-3 -1671 1.2
5 / 0.67
3-4 -1186 I.zi / 0.63
4-s -378 1.60 / 419(11 'I 0.73
5-a -382 1.60 / 414 1.60 0.73
ea -1194 1.zs / 0.83
1-8 •1877 1.25 / 0. as
8-9 •1864 l.xs / 0.19
sc aM. Rua. / TQIS. DUN. CSI
10-11 -740 1.60 / 21040 1.60 0.34
u -1z an 1.60 / 2032 1.60 0.59
121-13 .661 1.60 / /680 1.00 0.55
3- 4 / 1771 0.90 0.48
15.14 •719(0.90)/ 711 1.80 0.31
14-15 / 71. 0.90 0.48
14.15 -692(0.80)/ 7L0 1.60 O.EB
Ns -16 .657(((((1.603)))/ INS 1.00 0: 'S's
18.17 -7L8 1.60 / 203E 1.60 0.59
17.18 -738 1.60 / LO14 1.80 0.34
1L-11 -B4L 1.60 / 818 1.60 O.29
1s-16 -sae 1.60 / 845 1.60 0.3E
O COM.((DUt.)/ TWICS. DUI. CSI
Z-111 -2IS(I.603/ 256 1.60 0.08
L•12 -799((1.60 / 4L9 1.60 0.24
s-120.40
7-16 / 751 l.o0 0.41
8-10 -so7(I.so)/ Oso 1.so 0.35
8.17 -ELE 1.60 / Z63 1.60 0.08
TR COM.(
OUR.)/ TENS. (DUt.) CSI
4-19 •Is41 1.Li / 0.217
t8-8 -1543 1.215 / 0.27
AF COM.(auR.)/ TW115. (DEN.) CSI
19.5 / 64(0.90) 0.04
268 - Homewood
/meTruss
v V (C ra
ALMNCE
AN ITU COMPANY
920 N. Groat SW Pkwy. Grand Prolde, TX 75050
TRUSPLUS 6.0 VER: T6.5.20
TC 2n6 DFL 82
2z4 DFL 81 A Btr. 1-2, 8-9
BC ZEE DFL #1 A Btr.
WEB 2x4 DFL STANDARD
2z4 On #1 4 Btr. 12-3, 16-7
TIB BEAM 2z4 DFL STANDARD
ATTIC WE 2x4 DFL STANDARD
STIR BLB 2z6 DFL #2
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in R-1118.
PLATING BASED ON GREEN LUMBER VALUES.
+ + + + + + + + + + + + + + + + + + + + + +
Designed for 2.0 R lbs drag load applied
horizontally in either direction to the top
chord panel points, with dead + 0 % live
loads using load duration = 1.60.
Horizontal reaction = 2.0 R lbs at each
hearing Individually. Conaeetion by others.
+ + + + + + + + + + + + + + + + + + + + + +
9-6-11
4X6
0-4-11
B1
W:308
R:1437
U:
Designed per ANSI/TPI 1-2007
Fabrication Tolerance = 20.0%
Bearings designed for an FeFerp value of the
lesser of tie truss chord lumber value or
625 for all bearings.
Bcr (creep factor) = 2.00
Refer to Joist QC Detail Sheets for
Cq factors and Rotational Tolerances.
Attic room load = 45 psf, Ins any added
loads indicated. Ran LI. 5ef1. is L/360.
Loaded far 10 PSP noa-concurrent BILL.
Attic collar tic requires lateral restraint
shorn plus bracing at thepanel points of
the collar tie (unless noted otherwise),
or rigid sheathing is required.
20 psfLiveLoad applied to bottom chord in
accordance with IBC/IBC code provisions.
11-0-0 11-0-0
'1 2 3 4 �5 6 7 8 9'
1� 10.00
82
W:308
R:1522
U:
220-0 W
10 11 12 13 14 15 16 17 18
All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S- for Super
Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled pates and false frame plates
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
"WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
Trusses require e#reme care in fabricating, handing, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component
Safety Information, by TPI and W TCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless
noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown
for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and
position as shown above and on the Joint Details report unless noted otherwise.
Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in
conformance with ANSI?PI 1, or for handling, shipping, installation a bracing of trusses.
A seal on this drawing or cover page Ilsdng this drawing, Indicates acceptance of professional engineering responsibility
solely for the design shown. The suitability and use of this drawing for any structum Is the responsibility of the Building
Designer per ANSI/TPI f SBC.2
For more information see Nis job's general notes page and these web rhea:
HORIZONTAL REACTIONS)
support 1 1999 Its
support 2 2000 Ib
This truss is designed using the
ASCET-10 Wind Specification
Bldg Enclosed = Yes,
Truss Location = Not End Zone
NCategory = C
Bldg Length = 85.08 ft, Bldg Width = 72.33 ft
Nears roof height = 14.78 ft, mph = 110
Occaparscy Category II, Dead Load = 13.2 psf
Designed ae Hain Wind Porte Resisting System
Low-rise and Components and Cladding
Tributary Area = 44 sqft
---------- LOAD CASH #1 DESIGN (AADS ----------------
Dir L.Plf L. Inc R.PIf R.Ioc LL/TL
TC Vert 68.00 0- 0. 0 68.00 8- 9-12 0.59
TC Vert 88.00 6- 9-12 88.00 9- 0- 0 0.45
TC Vert 68.00 9- 0. 0 68.00 13. 0- 0 0.59
TC Vert 88.00 13- 0. 0 88.00 15- 2- 4 0.45
TC Vert 68.00 IS. 2- 4 68.00 22- 0- 0 0.59
TC Vert 84.00 22- 0- 0 84.00 23- 0- 0 0.48
BC Vert 16.00 0- 0- 0 19.00 6- 9-12 0.00
BCVert 108.00 6- 9-12 106.00 1S- 2- 4 0.75
BC Vert 16.00 15- 2- 4 16.00 22- 0- 0 0.00
4-6 V 20.00 9- 0- 0 20.00 13- 0- 0 0.00
TTyyppee lbs 1.Loc u/TL It"tener
7C Yert 0.0 21-10- 4 1.00
BC Vert 53.0 8. B•lE 0.00
BC Vert 53.0 1S- 2- 4 0.10
T.
No. C 72160
'eT CN0.. P
5/6/2016
Cast: LEWIS WILLIAMS
DIB: Drive_I1_0220316_L00007_j00001
W0: Drive_M_0220316_L000
Dsgnr: AN #LC = 88 Wr/PLY: 194
TC Live 20.00 psf LiveDur L=1.25 P=1.25
TC Snow(Pf) 0.00 psf SnowDar L=1.15 P=1.15
TC Dead 14.00 psf Rep Mbr End / Coup / Tens
BC Live 0.00 psf 1.15 / 1.10 / 1.10
BC Dead " 8.00 psf O.C.Spacing` 2-"0- 0
Code: CRC -2013 JDEFL RATIO:
Job Name: SINGLE FAMILY RESIDENCE
Truss ID: GOG
4��-
19.20
/
Qty: 1
BRG
1
X -LOC REACT SIZE RE ;D
0- 2. 0 210 4.05" 1 Or,
TC 2x4 DFL 81 b Btr.
We► bracing required at each location shown.
UPLIFT REACIION(S) :
L1•LL
L2-L3
2
1- 4- 0
155 3.50" 1.50"
BC 2.4 DFL 81 A Btr.
WEB Zz4 DFL STANDARD
® Refer to I for proper regwired lateral
restraint. For alteroativo web bracing,
Support
1
CRC Wind
•39
Ib
Non -Wind
3
2- 8- 0
154 3.50" 1.50"
Designed r ANSI/TPI 1-2007
see ITWBCG's standard details.
E
-65
Ib
9f-11
4
4- 0. 0
1673.50" 1.50"
Bearings designed for oa FcPerp value of the
Fabrication Tolerance = 20.0%
3
-16
lb
SnowDur L=1.15 P=1.15
5
5- 4. 0
I8l 3.50" 1.50"
lesser of the truss chord lumber wlae or
Xer (creep factor) = 2.00
4
-13
Ib
n
8
6- 8. 0
197 3.50" 1.50"
625 Far all bearings.
Refer to Joint QC Detail Sheets for
5
-6
lb
3 -LO
7
8 - 0. 0
216 3.5o" 1.50"
1RC/IBC truss plate values are based on
Cq factors and Rotational Tolerances.
6
.7
Ib
.176
.193
8
9
9- 6. 0
11- 0. 0
277 3.50" 1.50"
177 3.50" 1.50"
testi and a rowl u required by IRC 1703
Landed for 10 FSF non -concurrent BCLL.
7
-7
Ib
1.25 /
10
12- 6- O
277 3.50" 1.50"
and anL/TPI and are reported in R-1116.
RS
Perttanamt bracing is required to
Ilar► all interior bearing locations.
Install interior saapppert(s) before erection.
8
9
-9
U
lb
•11
14- 0. 0
216 3.50" I.50'r
prevent rotatlon/toppling. See
Building designer shall verify loads
10
-30
-9
I►
12
13
15- 4- 0
16- 8- 0
197 3.50" 1.50"
181 3.50" 1.S0"
BCSI aad ANSI/TPI 1.
gable
and eave loads, if applicable.
11
-7
I►
14
l8- 0- 0
167 3.50 1.50"
PLATING BASED ON GREEN LunnVALUES.
[+] gable bracing required 0 42" iatervals,
12
-7
Ib
15
19- 4- 0
154 3.50" 1.50"
HORIZONTAL REACTION(S)
If exposed to wind load applied to face.
13
.6
Ib
16
20- e- 0
155 3.50" 1.50"
support 2 134 Ib
See 17WKG's Gable Bracing Details.
114
-13
Ib
17
21-10- 0
210 4.05" 1.50"
support 16 -134 l►
This truss is designed using the
IS
-18
Ib
RAX DEFLUT-I0111 sppoa
Not designed for attic storage unless
ASCE7-10 Wind Specification
16
-65
Ib
L/999 1�1 9-10((LIVH)-LC I
L= 0.00" D= 0.00" T= 0.00"
noted otherwise.
Bldg Enclosed = Yes,
Truss Location = Not End Zone
17
-39
Ib
CILMCAL 1®0771 FORM:
Exp Category = C
Tr
an. FUR. /
TOJs. OUR. col
Bldg Length = 65.08 it, Bldg Width = 72.33 ft
t -L
-Est 1.60 /
Ise 1.60 0.01
an ro0£ height = 14.78 ft, nph = 110
L-3
3-4
•230 1.60 /
.165 1.60 /
lie 1.60 0.02
80 1.60 0.0E
Oe Cate o II, Dead Load = 13.2 psf
cuPnacY & I'9 /
4-5
-117 LLS /
77 1.60 0.02
Des1 asBaso Wind Force Resisting System
s-6
-1111. as /
64 1.60 0.01
- Low-rise and Components and Cladding
9.7
-127 1.25 /
$0 1.60 0.01
Tributary Area = 72 sqft
7-8
-134 1.25 /
se 1.60 0.05
Truss designed
to
support 1-0.0 top chord outloohers
e -e
9-10
•153 1.as1.60
-I53 1.28 /
o.os
Its 1.fi0 0.05
and claddingload
not to exceed 10 PSF one face, and
10-11
-134 1.x5 /
se 1.60 0.05
24" span
opposite
face. Top chord must not be cwt or
11.12
a27 Las /
50 1.60 0.01
-
notched.
12.71
-122 1.25 /
64 1.60 0.03
2 3 6
6 9 D 2 3 14 `15
13-14
14.11
15.10
-117 1.25 /
-lbs 1: so /
-no Iso /
Till.60 0:02
90I:aO O.OL
usl.eo o.oz10
00
-10.0
-283 1.00 / Ise 1.00 0.01
16`;6
Do.106J" T% f9 �3 6CST
4��-
19.20
/
0.01
L0101
/
0.91
areength
d
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
L1•LL
L2-L3
/
/
0.01
0.01
L3-L4
1011
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
2•-25
/
o.0.
as. as
L6 -L7
1011
/
0.01
Dsgnr: AW #LC = 40 WT/PLY: 221
i
9f-11
as-xtra
LiveDar L=1.25 P=1.25
o:a,
^ n
L9-30
30-31
/
/
0.01
0.01
SnowDur L=1.15 P=1.15
31-32
/
0.01
3L -as
33-34
/
-100(1.60)/
0.01
IS4(1.60) 0.05
conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility
n
re>Q.
0ua. / T®Lt.10.ua. col
2X044:
2 -IB
-104
1.25 /
0.0z
63 0!0a
2
3 -LO
.131
.145
1.25 /
1 -LS /
35.60 0.0E 0-4-114-21
311.60 0.035.22
THUSPLUS 6.0 NEB: T6.5.20
-160
I.ES /
251.60 0.06
6-23
7.24
.176
.193
7.25 /
1.25 /
IB1.80 O.IO
181.60 0.11
8-25
-IE6
1.25 /
0.14
9-x6
-132
1.25 /
45(1.60) 0.08
10.27
-126
1.21 /
0.14
SXR
5X6
1]•LB -193 l.Es / 1111.80 O.Is
1z -x9 d7e 1.28 / 19 1.80 0.10
13•SO •780 1.E5 / LS I.Go 0.08 -2f
-D-
14-31 -141 l.Ls / 31 1.60 0.01 8 9 20 2 22 23 2 2 26 2 28 29 30 3 32
15.3E -733 1.25 / Ss 1.60 0.0E
18.33 •104 I.LS / 83 1.00 0.0E
8-L$ •REB I.Ls / 0.14
10-27 •126 1.25 / 0.14
TYPICAL PLATE: 1.5X3
OVER CONTINUOUS SUPPORT
T.
No. C 72160
"H' "S"
4��-
All connector plates are ALPINE Wave 20 ga., unless preceded by for High Strength 20 ga., for Super
- -
16 Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates
5/6/2016
areength
d
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
268 - Homewoodruss
"WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
Cast: LEWIS WILLIAKS
(CA)
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIB: Dr1ve_H_0220316_L000071j00001
require enreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow Na latest edition of BCSI (Building Component
W0: Drive_M_0220316_L000
Safety Information, by TPI and WfCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless
Dsgnr: AW #LC = 40 WT/PLY: 221
V VTrusses
noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown
for lateral have bracing installed BCSI B3. B7 BID, Apply to face truss
TC Live 20.00
LiveDar L=1.25 P=1.25
Q ��UJ
���
^ n
permanent restraint of webs shall per sections or as applicable. plates each of and
position as shown above and on the Joint Details report, unless noted otherwise.
psf
TC Snow(Pf) 0.00 psf
SnowDur L=1.15 P=1.15
IIJI�\FIJI
Alpine. a division of ITW Building Components Group Inc.. shag not be responsible for any deviation from this drawing, any failure to build the truss in
. P
TC Dead 1466 psf
Be Mbr Bud / Coup/Teas
P
AN RTW COMPANY
conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility
BC Live 0.00 psf
1.00 / 1.00 / 1.00
2820 N Graaf SWPRwy. Grand Prairie, TX 75050
solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building
BC Dead 8.00 psf
0. C. Spacing 2- 0- 0
Designer per ANSI/TP/7 Sec.2
THUSPLUS 6.0 NEB: T6.5.20
For more information see this job's general notes page and these web sites:
ALPINE: TP WTCA:MM Rticinduam, arc:ICC: www iecsafe.am
Bldg Code: CBC -2013
DBFL RATIO: L/240 TC: L/24
Job Name: SINGLE FAMILY RESIDENCE
Truss ID: GTI
Qty: 1
NBC -LOC BRAC: SMREQ'D
TC 2" DFL ill �
Designed per ANSI/TPI 1.2007
Required bearing widths and bearing areas
1 0. 1-12 813 BG! 1.50"
BE2x4 DFL O1 8 Ntr.
Fabrication Tolerance = 20.0%
apppply when truss not supported in a hanger.
2 3- 8-12 813 B6! 1.50"
WEB 2x4 DFL STANDARD
Bearings desigoed for an FcPetrpp value of the
OPLIFT lBilC7ION(S)
BRGBANGER/CLIP NOTE
GBL RIK 2x4 DFL STANDARD
lesser of the ttass chord lumber value or
Support CiC Wind Non -Wind
1 RUS26
Her (creep factor) = 2.00
625 for all bearings.
1 -194 Ib
2 -KUS26
IRC/INC tress plate values are based on '
Refer to Joint QC Detail Sheets for
2 -194 Ib
Support Connection(s)/Ban er(s) are
mt desiggnoed for horizon al loads.
testing and approval as required by IBC 1703
Cq factors and Rotational Tolerances.
HORIZONTAL NEACfION(S)
SEE SIHPSON CATALOG
� AN and are reported in ESR -1118.
Loaded for 10 PSF eon -concurrent Wu.
support 1 .113 lb
FOR ADDITIONAL INSTALLATION NOTES
permanent bracing is required to
Drainage shall be provided to avoid ponding.
rapport 2 -113 Ib
HAI DEFLECTION (span) :
event rotation/toppling. See
Building designer shall verify gable loads
• This tress is designed .sing the
L/899 1®1 4-5 (LIVE) = 049
.
L= -0.01" D= •RIA: T= -0.02"
and ANSI/TPI 1.
PLATING BASED ON GREEN LU10)EN VALUES.
and eave loads, if applicable.
[+] gable bractag required ! 42" intervals,
ASCE7-10 Wind Specification
Bldg Enclosed = Yes, -
E%. WE DEF CRITERIA
End verticals are designed for axial loads
if exposed to wind load applied to face.
Truss Location = Not End Zone
0.0120
IN HEN S. 3; 7= 0.02"
only, unless noted otherwise.
Not designed for attic storage unless
See ITWNCG's Gable Bracing Details.
a- Category = C
Bldg Length - 65.08 ft, Bldg Width = 72.33 ft
J.int 1 -ti- -
noted otherwise.
TC Snow(P� 0.00 psf
Henn roof height = 12.00 tit, h = 110
1 0- o- 0 3 o- 0- 0
E 1-11- 9 5 1-10- 8
Alpine. a division of RTW Building Components Group Inc.. shall not be iesponsibla for any deviation from this drawing, any failure to build the truss in
TC Dead 14.00 psf
P
Occupancy Cat o I1, De¢d Load = 13.2 psf
5 3-10. s
iO1Ces:
conformance with ANSI/TPI 1, or for handling, shipping, installation 8 bracing of trusses.
As eal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility •,
BC Live 0.00 psf.
Designod no Ra n tad Force Resisting System
Low-rise Compriaents Cladding
CUTICAL r®an
Tc T®i4. out. CSt
solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building - •'
BC Dead 8.00 psf
and and
Tributary Area = 29 sqft
1-z ol.sol/ 9j1.9m3 o.oe
2.3 1.60)/ ST 1.94 0.04
Designerper ANSI?PI I Seat _ ..
Vertical members exposed to wind: S- 3
.s3
For lolnehcormationsee minjob's eanerainatespage anameseweb it es:
ALPINE: www .alolneihv.eom� TPI: ,' WrCA:-locindustrv.ora: ICC:
BI,r,� Code: CRC -2013
dg
----------LOAD CASE 41 DESIGN LOADS ________________
sC CORP. (OUa.)/ TEG.((OUt.)) CSI
Dir L.PIf L.Loc R.Plf R.Loc LL/YL
4.5 / am(I. zs) 0.1E
TC Vert 68.00 0- O- 0 68.00 3-10- 8 0.59
it "3 / ((oDtR) CSI
t -r •z9 1.25 / 19(1.00) o.OE
RC Vert 16.00 O- 0- 0 16.00 3-10.8 0.00
,Type lbs I.Loc LL/7L Fastener
1-a -550 l.zs / 0.15
2.5 •550 1.25 / 0.15
„TC {'set 800.0 1-11- 4 0.48
3-5 -a9 1.25/ 19(1.60) o.zo
1
2 3
900# 1
2.5X4
1
2.5X4
z.sxa
LL T. T
Muses Muses
_
W:308 W:308
R:613 ' 3-10-8 R:613
-
U:-194 '4 5'
No. C 72160
TYPICAL PLATE: 1.5X3
QP CA1aF"" P
:ATI connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Straingth 20 ga., "S" for Super
,
_c_ ...� ;,..... _
_
Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled pates and false frame plates '-
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
c
5�6/�O 6
268 - Homewood Trus
"WARNING!*" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
Cast: LEWIS WILLIAMS
(CA)
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIR: Drive_M_0220316_L00007-J00001
rerluire extreme care in fabricating, haneling. shipping, instating and bracing. Rete, to and follow the latest edition or SCSI (Building Component
W0: Drive_N_0220316_L000
Safety Information, by TPI and WTCA) for safety practices prior m performing these functions. Installers shag provide temporary bracing per BCSI. Unless
Dsgnr: AW ULC = 51 Wf/PLY: S7
V VTrusses
1Y
noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown
for lateral have bracing installed BCSI B3. B7 BiO, Apply to face truss
TC Live 20.00 psf
LiveDnr L=1.25 P=1.25
rr r�� r� rt r�
'ILfl�llL11�7 I l�r��\v`l
permanent restraint of webs shall per sections or as applicable. plates each of and
position as shown above and on the Joint Details report unless noted othermse.
TC Snow(P� 0.00 psf
SnourDur L=1.15 P=1.15
Ill'ILLrJ
Alpine. a division of RTW Building Components Group Inc.. shall not be iesponsibla for any deviation from this drawing, any failure to build the truss in
TC Dead 14.00 psf
P
Re Nbr Bad / Com /Teas
P P
AN ITW COMPANY
conformance with ANSI/TPI 1, or for handling, shipping, installation 8 bracing of trusses.
As eal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility •,
BC Live 0.00 psf.
1.00 / 1.00 / 1.00
1870 N. Great SW Pkwy. Grand Prairie, TX 75050
solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building - •'
BC Dead 8.00 psf
0. C. Spacing 2- 0- 0
Designerper ANSI?PI I Seat _ ..
TRUSPLUS 6.0 {/EE: T6.5.20
For lolnehcormationsee minjob's eanerainatespage anameseweb it es:
ALPINE: www .alolneihv.eom� TPI: ,' WrCA:-locindustrv.ora: ICC:
BI,r,� Code: CRC -2013
dg
DBBL•-RATIO L/240 TC: L/24
Y
Job Name: SINGLE FAMILY RESIDENCE Truss ID: M11
Qty: 14
BBG Y -LOC BRACT SIZE REQ'D
TC 2z4 DFL SI D Btr. Desiggnaed per ANSI/TPI'1.2007
UPLIFT' REACTION(S) '-
I 0- 1-12 SSB 3.50" I.SO"
BC 2.4 DFL 81 D Btr. Fabrication Tolerance = 20.0%
Support CDC Wind Non -Wind -.-
2 11- 8-10 1048 1,75" I,SO"
3 18-11- 8 204 1,50" 1.50"
WEB 2z4 DFL STANDARD Bearings designed £or an FcPerrpp valine of the
I -79 16
Her (gree factor) = 2.00 lesser of the truss chord lumber value or
2 -418 lb
4 I1- 7. 0 175 1,50" 1.50"
Beer to Joint QC Detail Sheets for 625 for all bearings.
3 -85 lb
MAX DEFLECTION (span) :
L/569 BBN 0-0 (LIVE) � 53
re Cq factors and Rotational Tolerances. IRC/11C truss plate "Ines abased on
4 -141 lb -458 lb -
Leaded for 10 PSI non-concurmat BCLL, testinogg and approval as required by IBC 1703
HORIZONTAL REACTION(S)
L= "0.15" D= -0.20" T= -0.38"
Barb all interior bearinnlocations. and ANSI/TPI and are reported in PSH -1118.
support 1 358 lb
HAY DEFLECTION (cant) :
L/999 HEN 0-0 (LIVE) LC 53
PLATING BASED ON GREEN L&BER VALUES. Install interior support(s) before erection.
support 4 358 Its
L= 0.00" D= 0.01" T= 0.01"
This truss is designed using the Not desirded for attic storage unless
ASCE7.10 Wind Specification_
EK.WB DEF CRTTEBIA:L/120
noted of erwime.
Bldg Enclosed = Yes,
IN 1E! 6. 3; T= 0.02"
Truss location = Not Pad Zone
_= J•iat 1-tl•as ®
Category = C
I o- 0- 0 4 0- 0- 0
x 7. 3. 0 5 7. 3. 0
li Le th = 85.08 ft, Bldg Width = 72.33 ft
Dees hei ht ft, h
3 11. 7 -Ix 8 14 7-12
CRM EWER 1026.
res£ B = 11.9S ■ = 110
Occupancy Cutegory II, Dead Toa = 13.2 psf
'
OTC CORP. Da. / TWiS.(DUN.) Is1
-z -734 l,zs / 0.40
Designed as gain Wind Farce Resisting System
law Components CladAimg
L•3 -Els 1.00 / 40 1•IS o.zs
-tea 1.as / zas 1.25
- -rise and and
Tributary Area = 29 sq£t
0.0
0.46
o -o -e3 1.zs / sJ I.L5 0,4s
Vertical members e :posed to wind: 6- 3
0.0 -1 I.zs / 0 1.60 0.00
a COIR. DU1. / 70i4. DUD. CSI
4-5 •158(1.x03/ 838 I.LS 0,3E
5-8 •158(((1.803)/ BLB 1.L5 0. 05
B-0 0 1.L5 / 858 1.80 0.05
-
0-0 O /.LS / 0 1,80 0.00
f1 call
ca
+
L -s / LBO I.LS 0.11
L -x 73s(/.zs)/ ne 1101 0,30
81,51
1 2 3 +
3-a -Ela 110 / ISSo.as
-
4.00
B3
WADS
R:204
U:-85
1.5X4
T
-
,6_7_14 6X8 W: W:112 I 6-11-12
R:1048
SHIP
U: 419 426
3X6 l
0-3-13 B1 1.5X3 5X684
,QpfES$J
W:308 W:108
r�
R: 11-8-10 R:4 19-0-4
FV.T. TiQN A
•
U:-73-73 .. U:-4558 -
-
J� �Y
4 5
No. C 72180
OVER 4 SUPPORTS
� CNIL P
Q�QFCAU f
•
All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super
Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled pates and false frame plates
c /� A_ Q. • .
are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates.
- SI6I2O 1 V
268 - Homewood Truss
**WARN/NGT ** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
Cast: LMS WILLIAMS
(CA)
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIB: Drive_M_0220316_L00007-J00001
^
Trusses.."ira aurema care in lebricetlng. henmine, ahippine, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component-
W0: Dri Ve_M_0220316_L000
safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shag provide temporary bracing per BCSI. Unless
Dsgnr: AW :ILC = SS WI'/PLY: 7 94
ra
no ted othen ise, top chord shall have propeM attached structural sheathing and bottom chord shall have a Drapery attached rigid ceiling. Locations shown
for lateral SCSI 83. face
have bracing finless
TC Live( 20.00 pp'9f
L=1.IS' P=1.25
��� e� r7
�\ I I
permanent n per sections B7 or B70, as applicable. Apply plates to each of truss and
above and n webs snail
position as mown above and on the Joint Details repon, unless noted otherwise.
TC SOOW P 0.00 sf
SnoLivwlar
SawWDar L=1.15 P=1.15
U v
Alpine. a division or Ira Building Components Grasp Inc., shag int be responsible for any deviation from this drawing, any tenure to build the truss in
TC Dead 14.00 psf
Rep Mbr Bad / Comp / Tens
AN ITW COMPANY
conmrmanoa with ANSlrrPI t, or for handling, shipping. installation a bracing of trusses.
A seal on this drawing or cover to listing this drawing, indicates acceptance o1 professional engineering responsibility
BC Live 0.00 psf -
1.15 / 1.10 / 1.10
1820 N. Graaf SIN Pkwy. Grand Praline, TX 75060
solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building
BC Dead 8.00 psf
0. C. Spacing 2- 0- 0
Designer perANSI/TPI 1 Seat
TRUSPLUS 6.0 VER: T6.5.20
For more information see this job's general notes page and Nwebsites:
eb sites:
ALPINE: ww,v.aloineitw.eom: TPI; ' WTCA: vn6v.abcinduetrv.cup :ICC: vNm.icrsafe.ora 11BIdg
Cade: CRC -2013'
DEFL RATIO: L/240 TC: L/24
4` Iii, I 4
Job Name: SINGLE FAMILY RESIDENCE
. Truss ID: M11G
Qty: 2
REG 1 -LOC REACT SIZE REQ'D
TC 2x4 DPL #1 6 Rtr.
Designed per ANSI/TPI 1.2007
UPLIFT 8BAC7ION(S) -.
1 0- S. 1 2388 10.12" 1.50"
RC 2z4 DFL #1 i Stir.
Fabrication Tolerance = 20.0%
Support CAC Wind Non -Wind
2 18-11- 8 204 1.50" 1.50
FILL CRD 2z4 DFL STANDARD
Rearimgs designed for ao FcPerp value of the
1
-34 lb .2051 Ib
3 2- 2 -IS 826 3.50" I. so "
WER 2.4 DFL STANDARD
Iesser of the tress chord lumber value or
E
-85 lb
4 3- 7-12 678 3.50" 1.50"
let• (creep factor) = 2.00
625 for all bearings.
3
-20 lb -568 Ib
S 4-11-12 215 3.50" 1.50"
IRC/IRC truss plate values are based on
Refer to Joist QC Detail Sheets for
4
-38 Ib -464 Ib
6 6- 3-12 320 3.50" 1.50"
7 7- 7-12 348 3.50" 1.50"
testing and approval as required by IBC 1703
Cq factors and Rotational Tolerances.
5
-15 lb .93 lb
88-11-12 218 3.50" 1.50"
and AN I/TPI and are reported in ESR -1118.
Install interior support(s) before erections.
landed for 10 PSP non -concurrent BOLL.
Mark all interior bearing locations.
6
7
-21 Ib -168 Ib
-22 Ib -190 Ib
9 lo- 3-12 1418 3.50" I.SO"
10 11- 8- 0 1969 3.50" 1.50"
PCrnuanent bracing is required to
Overkpaann�� requires support at the location(s)
B
9
112E /b -60 16
Ib Ib
MAX DEFLECTION (pam):u
pprevent rotation/toppling. See
BCSI and ANSI/TPI 1.
imdicaied. Support design is by others.
Building designer shall verify gable loads
10 .331
-69 .1466
lb -1415 Ib
55
L/899 MEM 0-0 (LIVE)PLATING
BASED ON GREEN LUMBER VALUES.
and Cave loads, if applicable.
HORIZONTAL REACfION(S) :
L= .0.17" D= .0.7411 T= -0.40"
EX. WB DBS C9;T= :L/120
+ + + + + + + + + + + + + + + + + + + + + +
Designed for 6.3 l lbs drag load applied
I+) gable bracing regofired # 42" intervals,
if egoaed to wind load applied to face.
support
support
1 -2182 lb
3 .2603 Ib
IN MEN 18- 8; T= 0.02"
-__ ] L-tim =
horizontally in either direction to the top
See 's Gable Bracing Details.
support
4 1346 lb
721 Ib
•let
i o- o- a a 0- 0- 0
chord panel points, with dead + 0 % live
loads land duration 1.60.
This truss is designed using the
ASCE?-10 Wind Specification
support
5
6 721 Its
z a- 1-I2 10 a- 7.12
3 tZ a 4-11.1z
nasi =
Continuous horizontal reaction =
n8
RI Enclosed = Yes,
d8
s rt
sport
uppo
7 721 Its
6. 3
4 e• a -u 1z B- 3-tz
541 PIf Max. Correction by others.
7rvse Location Not End Zone
support
8 TEl Ib
5 7- 7•a 13 7-7.12
++++++++++++++++++++++
Bur Category = C
support
9 -693 16
6 8.11-1z a 8-11-1z
7 10- a -I2 15 ie- 3-12
light Over (s) are not to be removed.
Bldg Length = 6S.08 ft, Bldg Width = 72.33 It
support 10 177 Ib
8 11- 7 -IL 1e 11. 7-ta
CRITICAL IMMEN FORCES:
C COMP. DUE• / TESS. Ut. Cbl
0 6(S) Y BE SHORTENED UP TO 3" MAX.t
92184th
Right Overhang Soffit loading = 5.0 psf
Not designed for
Mean roo height = 11.95 ft, mpb = 110
F
Occupancy Catefor II, Dead Lad = 13.2 psf
Designed Ra ;led Force Resisting System
1.60 / 5091 1.80 O.N
attic storage unless
noted otherwise.
u n
-Low-rime and Components and Cladding
Ill•5071
L-3 •MBB 1.60 / 3578 1.80 8.50
3-4 -Leas 1.60 / L855 1.60 O.EB
Tributary Area = 43 sgft
4.s •2073 1.60 / 2093 1.80 O.LI
Vertical members exposed to wind: 16- 8
5.6 -1305 1.60 / Mau 1.e0 0.13
ea -577 1.60 / saw 1.60 0.14
Tress deli
to support 1-0-0 top chord omtlookers
7-8 -321 1.80 / 408 1.60 0.80
8.0 •loo 1. as / 4 1.90 0.a
and clad
load not to exceed 10 PSP one face, and
0-0 -60((1.60 / a• /.ss 0.26
1 2 3 4
5 6 7 8
24" s opposite face. Top chord mast not be cut or
rose�o4(i soli "Mi(i I
no ed.
e�io W o
400
to 11 / o.0z
11.12 / 0.01
I11 -/3a / 00..0101
-L /
14.15 / 0.01
IB -OB -161(1.60)/ 261(1.60) 0.04
4X4 2
R1 CORP. DUE. / TIXS. DN. ISI
/
6X6
2.10 -792 1.80 820 1.60 0.20
1.11 .178 1.60 / 88 1.80 0.03
81
4111E -100 1.80 / 192 1.80 0.08
5.13 -326 1.60 / 211 1.60 0.07
6-7-14
6_11_12
6-14 -197 1.so / eP 1.60 0.w
SHIP
7-15 -ta96 1.60 / 1488 1.60 0.47
Tae -1ea1 1.as / a1B 1.60 0.26
3X4
4
6
9-16 11713 /.Ls / 719 1.80 0.18
3X12
2
0-3-13
3X6
6x614
-o-9
T.
�F�.
J
9 10 11 12
13 14 1 6
No. C 72160
)` TYPICAL PLATE: 1.5X3
OVER CONTINUOUS SUPPORT
f
r
�� CALaFC�
connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga.. "S' for Super
- - - -
- - - -
- -5/6/201
Strength 18 go. Plates are to be positioned per Joint Detail Report. Circled pNates
and false frame plates
A A c=
are poslhoned as shown above. Shift gable stud plates to avoid overlap with
structural plates.
5I6I2O 1 V
268 - Homewood ss
"WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWING!
Cast: LEWIS WLLLIA)1.S
(CA)
wwIMPORTANT'' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIB: Drive_M_0220316_IA0007rJO0001
require a rtuim. care in fabricating, handling, slipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component
W0: Drive_M_0220316_L000
Safety Information, by TPI and WrCA) for safety practices prior to performing Nese functions.
Installers shall provide temporary bracing par BCSI. Unless
Dsgnr: AW
#LC = 57 WT/PLY: 97
v VT,usses
ry
no ted otherwise, We chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locatians shown
for lateral hs have bracing installed B3.87 X10, Appy to face truss
TC Live
20.00
LiveSnowDur L=1.25 P=1.25
D
���
(� (1
lU�\vl I
restraint n we shag per Cher sections or
position as shown above and on Na Joint Details repon, unless noted otherwise.
Wan as shown
as applicable. plates each of and
psf
TC SrtnW P 0.00 8f
(f
SnoWDur L=1.15 P=1.15
Alpine, a division of ITN Building Components Group Inc., shall not be responsible for any
deviation from this drawing, any failure to build the puss in
TC Dead
14.00 psf
Rep Mhr Bad / Comp / Tens
AN ITW COMPANY
conformance with ANSIRPI 1, or for handling, shipping, installation 8 bracing o1 trusses.
A seal on this drawing or coverpage listing this drawing, Indicates acceptance of professional engineering responsibility
BC Live
0.00 psf
1.00 / 1.00 / 1.00
7870 N. Greer SIN Pkwy. Grand Frain., TX 75050
solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building
BC Dead
8.00 psf
0. C. Spacing 2- 0- 0
Designer per ANSI1TP/1 See.2
TRUSPLUS 6.0 VER: T6.5.20'
For more information see this job's general notes page and
these vreb sits:--- ..
Bldg Code:
CRC -2013
TC: L/240
ALPINE: ' TPI: ' WTCA:
' ICC:
g
DBPL RATIO: L/240
Job Name: SINGLE FAMILY RESIDENCE
Truss ID: M11G
Qty: 2
BRIG 1 -LOC RFALT SM
1 0- S. 1 249 10.12"
a -D
1.50^
TC Zx4 DPL I1 A lir.
IC zx4 DPL 41 i ltr.
DesIred pee ANSI/TPI 1-2007
Pabr
DPLXFT RUMON(S) r
z eH-11.8 Z04 1.Sd'
09 3.30"
1.58"
1.60^
BILL CUD Zx4 DPL STANDARD
canes Toleraoeo = 20.01
Benrings designed fir an PePaarrpp vales of the
Support CAC T Nos -Wind
1 •34 Ib
3 8. 8.18
4 8. 7.12 888 8.50"
1.90"
WHl Zx4 DPL STANDARD
HQ (creep factor) = 2.00
leaser of the truss chord lumber value or
088 for all bearitgs.
2 -85 ib
8 -EO 11
5 4-11.12 714 3.90'
1.80^
lRC/� truss plate values are based or
Rehr to Joint OC Detail Sheets fbr
4 -38 lb
e o- 3 1 I54 sago
I.so"
teatlI�t�g ani approval as required by lK 1703
Cq factors and Rotational Tolerances.
9 -I9 lb
7 7. 7.18 101 3.60'
1.80^
sed ANSI/TFI sed ate reppo�rted in -1118.
Loaded for 10 PSB ma•coacarrent /CLL.
9 •81 Ib
8 8-11-Iz 191 3.80"
B l0. 8.12 1B8 8.90'
1.80"
1.80"
Mall interior sf�port(s) before erection.
fro
Mark all interior bearing locations.
1 .22 Ib
IB ll- 0- 0 693 3:30"
1.60^
Aeraaeeat 6raclog rreeqguired to
peves t re It Bee
Oveerrphasyt�g rqulres "%port at the locatloo(s)
iodlcaied. Support design Is by others.
8 •8E Ib
9 -BB Ib -187 Ib
Ka MLRCTION (seppaann)) t
6- -14 1.5X3
/CBI am ANSI/iPI 1.
Building designer shall verify load.
10 831 16
L/999 ON 0-0 CLIVI) LC 63
•115 1.01 / 150 1.L1 0.00
PLATING IAM ON ORB>ml LllMM VALDBS.
gable
and rave loam tf
1110232 MAL RBACIZON(S)
I. 0.17 D. 0.Z4" To •0.40"
EX Wl DRF CR1T11MsL/1Z8
Ri t Overhau�(s) are not to be removed.
applicable.
1�] gable bradsg seabed a 42" Intervals.
t
support 1 145 ib
IN 1091 18. 8: T. 0.02"
04R®M10(S) MAY RR SHORYIIED OP TO 8" TIAL 1
IP exposed to a ad.lGad applled to fbee.
support 3 145 Ib
® Jolat_tauttam
lit Overhang Soffit loading . 5.0 prof
No designed i17' attic storage unless
See 1TW3CG'e Cable haciog Details.
This tams is designed ming the
AMI -10 Tied 1.9 Ification
It
1.2
owl / T2118. ham. ra[
•E88 I.BG / 40 I.Za O.M
Cast: LMS WELILL BS
2•t
9.4
•LlM1 I.BD / 40 1.25 0.07
-aaa 1.4o / M 1.Z7 0.03
-
4.11
•1116 1.60 / Y I.Za 0.01
WO t Drivel 0220316_1.000 -
5•e
4.7
r.s
•100 1.60 / M 1.25 1.Oa
•104 1.60 / 40 1.25 0.09
•eE7 1.60 / ta7 saes ease
Dagar t AW 9LC - SS W1'/PLY: 95
6.0
0.0
loo Las / 4 I.ao 1.68
•e0 1.60 / roe 1.78 6.46
1 2 3 4 5 6 7 8
10
X106 Las�i 145(1 W) 005[
4r 00
10.11
11.112
/ e.al
/ 6.01
IC Snow (Fo 0.00 paf
11.12
/ 0.01
ut
Alpine, a an sicn of ITV SuUOog Components Group Ina•. nog not be reepmsalo tor any deviation from mh arawvrg, any faorre to build the buss In
Ce^lormano wM ANSVTPI I, cr fw rernny, sbwnO• Int bdon a bracing of eutsec
15.14
14-15
/ 0.01
/ 0.01
AN (TW COMPANY
2820N.G-I1SWPkwy.Grs,wi1alrf4T)(7WW
la -le
/ 5.01
1.00 / 1.00 / 1.00
16-0
/ 0.00
RC Dead 8.00 psi
IS
OW. / T"'S. roan ea[
1:5X3
IS
•no I.a3 / 5e I.Oa o.oa
2.5X4
x•11
-21.115 / e I.W 4.41
1.5X3
4.111
s•0
.las Las / le Lao 1.111
1.115 / Is 1.w 0.02
6- -14 1.5X3
6.11
•140
•140 sass / e Las 0.03
1.5X3
1. Is
•115 1.01 / 150 1.L1 0.00
1.5X3
7.16
-1 1.61 / 121 1.25 0.05
1.5X3
1.16
-716 1.110 / no L10 gaga
3X6
S
0-3-13
1.5X31.5X3 1.5X3
1.5X3 1.5X3
2.5X4
4X4
OVER CONTINUOUS SUPPORT
All connector pates are ALPINE Wave 20 ga.• unless preceded by 'H' for High StrenpN 20 ge., for Super
afire Itlategd as stawn plates
abovalse
ee pS "ft g�Me�saW�pletes toll Red overlap with sed ttesructural
fp�fs.
Itiun = Not Had Zone
bC
= 08.09 ft, lld8 width = 72.88 ft
height . 11.95 R. wmb 110
Ca 11, Dead Load 13.2 psP
s Main Tiod Force Resleti SYwte
e and Cospoweats ad Clad
Area = 48 sgft
ambers exposed to wilt 18. 8
Toms designed brt 1.0.0 top chord ontlookers
and cladding load not to exceed 10 FSP one face, and
24" span opposite face. Top chord must not be tut or
mtckted.
B2
6.1 -12
SHIP
416
� i lA,
Approved Py
Streamli En ing
Date:
No. C 72160
5/11/2016
WS - Homewood Tru
-WAKIVIN(al `" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
Cast: LMS WELILL BS
(CAI
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
DIR: Drive�0220516 LID9007_J00001
/\
emmcare
Trun reamre ae In fabricating, nenmina, Shlppfng, barreling and bracing. Refer to ena Wm the aura nation m mpanent
SCSI (Building Ca
WO t Drivel 0220316_1.000 -
Safety wormeuon, by TPI and MCN far relay, precucea vim' m pwfomdrg ewer hmc0wrn trutman slue p -W. t..gm y bred"g per SCSI Unlno
Dagar t AW 9LC - SS W1'/PLY: 95
n,
noted atheraiee, top chord Shell love pmPory attached sllucorel sAwthirg end eastern Burd shall haw a "Milt' attached dgfd cegrg. LocNom shown
TC Live 20.00 psi
LiveDar L=1.25 P-1.25
yf ^ n
m acarol ash �d of webs ebml t� tuna ea pm acs/ oocgom B3.87 m rho. as epplcnblo. appy pates a oath rata a buu and
farpa
IUB\\I
d II I`� 0
poamn as crown shwa and nipo t
ids.. ma doom Wings report umao mese olbenrue.
IC Snow (Fo 0.00 paf
SnovDor L -1.1S F=1.13
1� II
ut
Alpine, a an sicn of ITV SuUOog Components Group Ina•. nog not be reepmsalo tor any deviation from mh arawvrg, any faorre to build the buss In
Ce^lormano wM ANSVTPI I, cr fw rernny, sbwnO• Int bdon a bracing of eutsec
TC De 14.00 f
Ps
Re Hbr Bad / Co / Teas
F aP
AN (TW COMPANY
2820N.G-I1SWPkwy.Grs,wi1alrf4T)(7WW
A seal on this dnewing or covarpege Naf/ng this dntwfng, lndicetes seeapf ma of profssdonal en lne&ing rssponsibfilty
for the des/ggn The this drawing for is
RC Live 0.00 psi
1.00 / 1.00 / 1.00
solely shawn. sultsblllty and usa of any structure the responsibility of the BUllding
Designer per ANSYM 1 Sar -2
RC Dead 8.00 psi
O.C.Spaclag 2. 0- 0
TBUSPLIIS 8.0 V101: T6.5.20-
Pw mo a mrwmn on Cee the pb s psnand nates pogo and main web wee:
ALPINE: �7P1: WTCII• ICC:
Bldg Cade: CBC -2013
DEFL RATIO: L/240 TC: L/2401