HomeMy WebLinkAboutTRUSS-ENGINEERINGROOF
TRUSSES
HALF MILE
INDUSTRIES LLC.
warn,
PANELS
June S, 2009
MDM Builders
1412 SW 34th Ave.
Deerfield Beach, FL 33442
Phone 954-427-3076 Fax 954-427-3420
By
�� Lu�IP �P111ntt
Half Mile Industries, L.L.C.
9500 W. Atlantic Avenue, Delray Beach, Florida, 33446
www.halfmile.us
Phone (561) 499-1090 - Fax (561) 368-8037
Subject Truss Engineering Specifications
Job # B0191
Bldg. 2
Model
Lot/Block
/Section
International Airport Business Park
Address
St Lucie Blvd & Cayuga Blvd
Ft. Pierce,
Bldg. 2
Please find attached:
1. Truss Placement Diagram with 1
2. Reaction Summary (Index of att
3. Engineering Summary sheet for
4. Standard Details (If applicable)
Occupancy Group: Commercial
Occupancy Category: II (Residential)
Exposure Category: C
Wind Speed: 140
Enclosure Classification: Enclosed
`� OO
Q COO
.
to truss connector Schedule (If Applicable)
d drawings & Loads on Structure)
� truss.
This cover sheet will serve as a blanket certification for all the attached items under Rule 61G15-31.003 of the
Florida Department of Professional Regulation using design criteria from the FBC 2007 Edition. I Certify that all Half
Mile Industries, L.L.C. truss specifications are designed for wind load calculations using ASCE 7-05 which has been
adopted by FBC .2007 Edition. The items are enclosed and bound together. If the truss placement diagram is mirrored for
an alternate garage righttlefft swing these truss specifications will remain unchanged. Alpine is the computer program
used for engineering these trusses.
Should you have any questions concerning' this engineering, please do not hesitate to contact us at 561-499-1090.
Please have the job number available and request to speak to the truss designer whose name is indicated at the bottom of
your truss placement layout so that we may better serve you.
il
Truss Design. Engineer
Steve W. Warter, PE
Florida License #54395
Structural Engineer of Record:
Name:
License #:
Address:
Reviewed per rule 61G15-30.006 (3)
ROOF
TRUSSES
HALF MILE INDUSTRIES LLC
WAU gSaQ WEST ATLANTIC AVE.
PANELS DELRAY BEACH, FL 33446
CUSTOMER NAME: MDM BUIL RS
JO:B NAME.: BUILDING # 2 IABP
JOB# : BO.191
.EGG
cDRAISED SEALED' FLAT SEAL FLAT SEAL
PERMITTING FIELD APPROVAL,
O RAISED SEAL
INSPECTION
Q
Customer Information:
Nam:
FUMMDM
Address:
1412 S.W. 34 AVE
HALF MILE INDUSTRIES LLC
TAKE OFF
JOB* B01 91
Loading: 2015 1010
Printed: Tue, Jun 9 2009
Contact: office "Home Phone.,
Fill in later 954-427-3076
city, state, ZP.*
DEERFIELD BEACH, FL 33442
Cell Phone:
Fax:
954-427-3420
—job inTormarion."
Description:
Region.
Invoice Number.
customer P.O.
Payment Terms:
MDM BUILDERS "BLD 2'
CASH1
Address.
City, state, ZIP.,
Invoice Date.
Salesman:
Designer.
Delivery Date.
STEVE S. TUCKER
Fill in later
1mr%ftn'rol lea
OTY
SPAN
DESCRIPTION
DRAWING
MARK
OH-L
CANT-L
STUB-L
HEEL-L
HEIGHT
TC/BC
OH-R
CANTR
STUB-R
HEEL-R
S-HEIGHT
AMU
0
10100"00
MV1 0
00,00100
00,001,00
00'00"00
00'00"00
02'11"04
6
2x4 2x4
1 -Ply 37.8 lb each 6.00 Pitch
00,00,00
00,00,00
00'00"00
02'11"04
02111"04
0
YN 0011
40'05*00
AB
00100"00
00'04"03
04'10'03
2x4 2x4
1 -Ply 229.6 lb each 6.00 Pitch
ua, 0,00
ooloolloo
00100"00
00104"03
05'09'15
........... . .
=M'
ro
12'00"00
MV12
00100"00
00,00,00
00100100
00'00'00
02'11"04
6
2x4 / 2x4
1 -Ply 47.6 lb each 6.00 Pitch
00l00"00
00100"00
00'00"00
02'11'04
02111'04
mlqq
wo
SIMON 01141
y"
g
07100"00
EJ7
02'00"00
00'00"00
00,00"00
00'04"03
03'10"03
34
2x4 2x4
1 -Ply 26.6 lb each 6.00 Pitch
00,00,00
00,00600
00,00"00
03'110'03
04'09'15
I'M
0000.
mm.
EN
A None
X
±x'n!',:
."' 74Mri=^"�
:RJff'
,a�ir1iE,a
I R
24
05'00"00
CJ5
02'00"00
00'00"00
00'00'00
00'04"03
02'10"03
2x4 2x4
1 -Ply 18.2 lb each 1 6.00 Pitch
00100"00
00100"00
00100'00
02'10'03
03'09'15
w
4
WA
0,12 b ,
z'
41 �WNm
8
04'00"00
MV4
00,00100
00,001,00
00100"00
00'00'00
02'00"00
2x4 2x4
1 -Ply 14.0 lb each 6.00 Pitch
oolooloo
00100"00
1 00100700
1 02'00"00
1 02'00"00
n
OMY
n In ti
10 F
0
V
W'v
CST-OTB Ve4 8.07.01
ti
Page 1of2
Printed 6/9/2009 12:08:36 PM
JOB#; B01 91
1R1r%^n70"QQ
TAKE - OFF
OTY
SPAN
DESCRIPTION
DRAWING
MARK
OH-L
CANT-L
STUB-L
HEEL-L
HEIGHT
TC/BC
OH-R
CANT R
STUB-R
HEEL-R
S-HEIGHT
M4
ff
gvgu%
P-M,
OP
PWOMM1.0
CPT
26
05'09"00
2x4 2x4
EJ6
1 -Ply 22.4 lb each 6.00 Pitch
007-1
02'00*00
00,00,00
00'00"00
00100"00
00'00"00
00'00"00
00'04'03
03'02'11
03'02"11
04'02"07
�'0
mwp
40'05"00
A4
I
02-00'00
00-00-00
00-00-00
00-04-03
08-10.03
2x4 2x4
1 -Ply 239.4 lb each 6.00 Pitch
'Imd�
02'00"00
00'00"00
00'00'00
00'04"03
09'09'15
uu g
iIIg
Np"11
" =%-
mm
j;
5
IM, g
iffiW
0cMoa
on
w
40'05"00
�A ---
AgG
02'00'00
00'00000
00'00"00
00'04"03
03'10"03
2x4 / 2x6
2 -Ply 537.6 lb each 6.00 Pitch
00,00,00
00100100
00'00"00
03'04'03
04'09'15
gg,W'," 'n
igz
A5
MEE
02l00l00
00100"00
00'00"00
00'04'03
07'110'03
40'05"00
2
2x4 / 2x4
1 -Ply 221.2 lb each 6.00 Pitch
02,00l00
00,00,00
00100'00
00'04'03
08'09'15
40'05'00
7,
A7
02,00l00
00100"00
00,00,00
00'0,V03
--- 91
05'110'03
2x4/.2x4
I -Ply 214.2 lb each �6.00 Pitch
oolooloo
00,00,00
00100"00
1 00'04"03
06'09'15
4 1
i IN
&m4
'1191
"Y w
1. Mid
Accepted By:
mm �j IT BDFT: 13,661.34
TRUSS LNFT: 5,350.88
Date:
CST-OTE3 Ver 8.07.01
Page 2 of 2
Printed 619/2009 12:08:37 PM
obKey: B0191
'o_npany'-: HALF MILE INDUSTRIES LLC
.ddress :
hone:
;ite Address:
SUPPORT REPORT
JOB DESCRIPTION:
B0191
WIND CODE:
-------
WIND MPH:
140
BLDG TYPE: CLOSED
VTRUSS
TRUSS
SUPPORT SUPPORT
BEARING
BEARING
REACT. REACT.
MAX WIND
DESC
SPAN-ft
SIZE -in. TYPE
XLOC-ft.
YLOC-ft.
MAX.+# MAX.-#
UPLFT.-#
---------------------------------------------------------------------------------
HJ6
8.07
16.56
WALL
0.000
8.000
622
-343
HJ6
8.07
1.50
NAILED
8.069
8.000
188
41
HJ6
8.07
1.50
NAILED
8.069
10.908
324
-236
------------------------
MV10
10.00
=---------
120.00
=--------------------------------------------.
WALL
0.000
10.180
1133
-435
--------------------------------------------------------------------------------
CJ3
3.00
8.00
WALL
0.000
8.000
407
-186
CJ3
3.00
1.50
NAILED
3.000
8.000
38
-16
CJ3
3.00
1.50
NAILED
3.000
9.555
59
-64
--------------------------------------------------------------------------------
A8
40.42
8.00
WALL
0.000
8.000
2462
-1061
A8
40.42
3.00
*HANGER
40.167
8.000
2289
-959
---------------------------------------------------------=----------------------
HJ7
9.84
10.56
WALL
0.000
8.000
708
-363
HJ7.
9.84
1.50
NAILED
9.837
8.000
541
-91
HJ7
9.84
1.50
NAILED
9.837
11.533--^--287_____________242
--------------------------------
MV12
12.00
144.00
=
---!--------------------
WALL
0.000
9.180 1
- ----------------
-532
-------------------------
MV8
------
-----------------------
0.000
-
1
it
---------------
-_8_00---96_00---WALL
-----906_____________338
7.00
8.00
WALL
0„
.000
595
-218
EJ7
EJ7
7.00
7.00
1.50
1.50
NAILED
NAIL 00
-
8.000
11.555
140
221
6
-209
-----------------------------------
MV2
2.00
24.00
WALL
'--------------------------------------------
----------------------------------------
0.000
10.930
225
-52
------------ -----_
CJ5
------------------
5.00
8.00
WALL
0.000
8.000
493
-196
CJ5
5.00
1.50
NAILED
5.000
8.000
91
5
CJ5
5.00
1.50
NAILED
5.000
10.555
145
-141
-------------------------
A6
40.42
7------------------------------------------------------
8.00
WALL
0.000
8.000
2462
-615
A6
40.42
3.00
*HANGER
40.167
8.000
2289
-553
---------------------------------------------=----------------------------------
MV4
4.00
48.00
WALL
0.000
9.930
452
-146
-------------------------
B1G
14.42
7-------------------------------7-----------------------
8.00
WALL
0.000
8.000
5617
-2473
B1G
14.42
8.00
WALL
13.750
8.000
9119
-4014
-------------------------
A2
40.42
=----------------------------------
8.00
WALL
0.000
8.000
--------------------
2456
-494
A2
40.42
3.00
7
*HANGER
40.167
8.000
2285
-432
-------------------------
ErJ6
5.75
---------
8.00
---------------------------------------------
WALL
0.000
8.000
530
-204
EJ6
5.75
1.50
NAILED
5.750
8.000
110
8
EJ6
5.75
1.50
1
NAILED
5.750
10.930
174
-167
-------------------------
40.42
8.00
WALL
0.000
8.000
2451
-497
ki
40.42
8.Ou
WALL1
jy. /5u
o.000
4'2 J.L
A'4
---------
40.42
8.00
WALL
0.000
8.000
2451
-516
-516
A4
40.42
8.00
WALL
39.750
8.000----2451----------------
--
----------------6.00---72.00
------------------------
WALL'
0.000
8.930
679
-241
A9�
--------
40.42
8.00
WALL
0.000
8.00.0
8.000
4697
4764
-1933
-1890
A9G
40.42
3.00
*HANGER
40.167
----------
A3-
40.42
8.00
------!----------------
WALL
0.000
8.000
2451
-500
-500
A3
40.42
8.00
WALL
39.750
8.000
2451
-----------------------
2451
-528
A5
40.42
8.00
WALL
0.000
39.750
8.000
8.000
2451
-528
A5
40.42
8.00
WALL
----------------
B2G
13.67
8.00
WALL
-----------------------
0.000
8.000
8878
-2478
B2G
13.67
3.00
*HANGER
13.417
8.000
10291
-278
A7
40.42
8.00
WALL
0.000
8.000
2462
2289
-1060
-957
A7
40.42
3.00
*HANGER
40.167
8.000
_____________
CJ1
_
1.00
8.00
WALL
--------------------------------------
0.000
8.000
450
52 -36
-312
-56
CJ1
1.00
1.50
NAILED
1.000
1.000
8.000
8.555
151 -140
-181
CJ1
1.00
1.50
NAILED
------------------------
HANGER denotes a hanger calculated'by the layout program. Refer to the
.ayout HANGER SCHEDULE for complete list of hangers and nails required.
------------------------ -----------
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Job:(BO191) M D M / MDM BUILDERS "BLD 2" / R7
Top chord 2x4 SP #2
Bo t chord 2x4 SP SS :52 2x4 SP #2:
Webs 2x4 SP #3 :W3 2x4 SP #2:
Roof overhang supports 2.00 per sorrit load.
Derlsotion meets L/360 live and L/240 total load.
RII wind load oases on this truss have a 1.33 duration Factor.
�-11'
18'5"
THIS DWG. PREPARED BY THE RLPINE JOB DESIGNER PROGRAM FROM TRUSS MI-K'S LHTUUI
140 mph Wind, 15.00 Ft mean hgt RSCE 7-05 CLOSED bldg,'not loo6ted within 6.50
Ft From rcor edge, CRT II, EXP 6, Wind TC 6L-5.0 par, Wlnd BC DL-5.0 per.
Iw-1.00 GCpII+/-)-0.18
Member design based on both MWFRS and C&C, Wind reactions based on MWFRS.
In lieu of rigid ceiling use-purllns to brace BC 0 24" OC.
Handling stresses not considered For plates. Handling of this truss requires
speolaI care bg truss monuFooturer and Installation contractor to prevent plate
damage.
11'
12 H0510 5X6 3X4 H0510
0Ll2X4 X4 4X12 (B3]
�1 4X12 (B3] CD
1 R -3
3X4 H0308 6 B2 3X4 H0308 3X4 �qrr
S
40'S"
40'5"
R=2462#- U=1060# RL=32G/-35G# W=8" R=2289# U=957#
0
ggqV��� W ART •�
LEFT RAKE = 2'2"13 ••••.�9 •�
LEFT JIG = 12'5"8 • •+ ,� RIGHT JIG m 12'5"8
TAG = T8 • :(�� f`NS E ••. * i� SEO 11297
PLT. TYP. -WRVS DESIGN CRIT-FBCXWCOM/TPI-20D2 FT/RT-20:ron/1DDO OTY= 2 TOTAL- •Z`: G 5 �� REV. 8. 07. 00. 1218 . HMALE -0. 1667
s0WARNIN100 TRUSSES REQUIRE EXTREME CRRE IN FABRICRTING HRNDLING SHIPPING,.INS TIIL G. • TC LL 20.0 S f REF
BRACING. REFER TO SCSI (BUILDING COMPONENT SRFETY INFORMHTION)PUHLISHEO BY TPI + P
INSTITUTE 218 NORTH LEE STR. SUITE 312, RLEXRNORIR VS. 22314E RNO WTCR (WOOD TR I •
ROOF THESEEFFINNCTIONST EUNLESSIOTHERWISE°IIOICRTED 5T0PBCH�OR s LLYHAYECPROPERLYIRTTTRCHlS T L � Z= TC OL 15.OpSF DATE 06-08-2009
TRUSSES PHRyy��LL�� "gg TTOM CHORD SHRLL HRVE R PROPERLf RTTRCHED RIGID CEILING. • Q
. eeIMPON�i� FURNISH COPY OF THIS DESIGN TO INSTRLLRTION CONTRRCTOR. ITY BCG S o BC DL 1 O. O P S F DRWG
NOT BE RESPONSIBLE FOR RNY DEVIRTION FROM THIS DESIGN: RNY FAILURE TO BUILD THE TRLW • '� �� : ,
HALF MILE CONFORMANCE PITH TPI: OR FRBRICRTING HANDLING, SHIPPING, INSTALLING BRACING of ! P Q� BC LL 1 0.0 P s F
DESIGN CONFORMS WITH RPPLICRBLE PROVISIONS OF NOS (NRTIONRL DESIGN SPEC BY RFLPRI I. TOT.LD. 55 • O Sf' 0/R LEN. 4Do5DD
INDUSTRIES LLC. ITW BCG CONNECTOR PLATES RRE MROE OF 20/18/1GGR (W H/SS/MI RSTM RSS3 GRFRDE 40/G0 (W. •. P o� �(/ ♦�`
GRLV. STEEL. RPPLY PLRTES TO ERCH FRCE OF TRUSS RHO UNLESS OTHERWISE LOCRTED ON THI ! F L Q �•
Y POSITION PER ORRYINGS 1SDR-Z. RNY INSPECTION OF PLRTES FOLLOWED BY (II SHRLL BE PER ; ••.•••®_`s;♦♦ DUR.FRC. 1 •25 J06 # 60191
PANELS OF TPI 1-2002 SEC. 3. R SERL ON THIS ORRVING INOICRTES RCCEPTRNCE OF PROFESSIONRL ENGI P
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITRBILITY AND USE OF T •• FS S 1 `,,�� SPRC I NG 2 4.0 " TYPE SPEC
COMPONENT FOR RN BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER,
PER RNSI/TPI 1 SEC. 2.
V(80191) M D M / MDM BUILDERS'BILL) 2' / B1 G
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM I RU`.iS MFH'b LATUU I
Top chord 2x4 SP #2
2 Complete Trusses Required
Bot chord 2x6 SP #2 :82 2x6 SP SS:
Webs 2x4 SP #3
:Lt Wedge 2x6 SP #2::Rt Wedge 2x6 SP #2:
Nailing Schedule: (1od_Bo)_or Gun-(0.128'x3', min.)_nails)
SPECIAL LOADS
Top Chord: 1 Row @ V-00' o.c.
Bat Chord: 2 Rows ®' o.c. (Each Row)
-(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
o.c
Webs : 1 Row 4' o.c.
We
TC - From 74 PLF at -2.13 to 74 PLF at 5.75
Use equal spacing between rows and stagger nails
TC - From 74 PLF at 5.75 to 74 PLF at 8.67
in each row to avoid splitting.
TC - From 74 PLF at 8.67 to 74 PLF at 14.42
BC - From 4 PLF at -2.13 to 4 PLF at 0.00
140 mph wind, It mean ' ASIDE 7-05, CLOSED bldg, not located within 6.50 it from root edge, CAT II, EXP C. wind TC
BC - From 40 PLF at 0.00 to 40 PLF at 14.42
DL�.O psf, windd BC BC DLi.O psf.sf. Iw=1.00 GCpi(+/-)=0.1 B
TO - 324 LB Conc. Load at 5.75, 8.67
TC - 174 LB Conc. Load at 7.21
Wind reactions based on MWFRS pressures.
BC - 188 LB Conc. Load at 5.75, 8.67
BC - 4873 LB Conc. Load at 7.12
Roof overhang supports 2.00 psf soffit load.
BC - 2289 LB Conc. Load at 9.06, 11.06, 13.06
All wind load cases on this truss have a 1.33 duration factor.
324# 174# 324#
a
In lieu of rigid ceiling use pudins to brace BC @ 24' OC.
5'9"
+ -yam +
fbMn meets 69M No U240 total load.
�+- 5'9°
2'11 "
Hc�nt9ipp stresses not considered for plates. Handling of this truss requires special care by truss manufacturer and installation
p
for to prevent plate damage.
�-- 3'9-7/16" -
3'9-7/16" -a+
N
ih
4.356'
TAG = T3
PLT. TYP: WAVE
ROOF
TRUSSES
HALF MILE
INDUSTRIES L
WALL
PANELS
-- 6
112 - - - - - - -5)
BX8(C9)
H0310(C9)
3)I
2'5-3/16' •
2'1-9/16"
5'9' -
R=5617# U=2473# W=8"
8X8(R)
14'S" -
2'1-5/16" 2'1-5/16° 2'5-3/16° 6 -64
2' 2' -r
22a9H
1 t1B# 16&/B 2269#
R=9119# U=4014# W=8'
�\\\t11111/f!
K.
OTY= 2 PLIES= 2 T(WA;4
DESIGN CRrt.FSC20G7C0N/rP42002 FTIRT-2D%(0%Y10o)
"WAR 101- R D FO W ALL ON THIS DRAWIN01
'm s:1
W
..IMPORTANT" FURNIBMTHIItDMWINOTOALLCMMACTONINCWDiNOTHEINSTAUM,
Tn,swerapin mmarn u,wbfadlvlhq.l,w,�rp, Wpphq.4omtn' OrN hai9 Raub.ntl
•
mwOrlalsl•JtlmaeCSi (BuNMCapNw4SL yId.z2ft by TPlodwrCphrml"Ir
iacsma pbrbl•daad r-ftawo-h1sta a Pa„'' WrQ--rbie, pascsl.
ram`
• 0.
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. •
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hdhawwp"perlyddd•d BCSIBa Im,07or6T,fprpem,m,e,l la V0y0hhdawas
ApniAse. ebaerA, lam
• ,
•
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des •drnclYm ee el,c+nana.d o mDrAdd Delais, udmr,mdp••rwlsa.
'ear bQ""vg91Fi0A2 brd•�Id pale Oa�.aas.
ITW BIAMM Canpuwnb Group "c di°1 ream mpuo®M loam/ mWl4n Imm W"drnWp,
ab bms b fadam .klhANSVrPI 1. vf.h.*u diWhq. knalWWM
A s•d anNaQnYiparodvpp.ligN.Q•ub4 k,dlvlwt"oap•Ie apaeWow
rdrrhp nrpkft days
1deeyna,a11I.h1 PwANImdwaLL
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seeOn-WW rTCA-robepare•,a chase Vol) ds,s:
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rrwecG: w.w ItaE�gro,,: TPl:wwapYwtag wrcti w,w...bmduabr.mN ICC: wwwx .dear
TPI;
REV. 8.07.00.1218.13
TC LL
20.Opsf
TC DL
15.Opsf
BC DL
10.Opsf
BC LL
10.Opsf
TOT.LD.
55.Opsf
DUR.FAC.
1.25
SPACING
24.0"
SEO = 1073
SCALE=0.3099
REF
DATE 06-08.2009
DRWG
O/A LEN. 140500
JOB #: B0191
TYPE HIPS
Job: CB01911 M D M / MOM BUILDERS "BLD 2" / B2G THIS DWG. PREPRRED FROM COMPUTER INPUT (LOADS S 0111ENSIUNSISUBMii
7T. Chord 2x6 SIR #2 2 Complete Trusses. Requ f red '
to
2x8 SP SS
Webs 2x4 SP #3 :W6 2x4 SP SS:
Trusses or oomponents connecting to this girder have been modified by the truss
designer. The loading For this girder requires verification For accuracy.
SPECIAL LORDS
--(LUMBER DUR.FRC.-1.25 / PLATE OUR.FRC.-1.25)
TC - From 74 PLF at 0.51 to 74 PLF at 5.75
TC - From 74 PLF at' 5.75 to 74 PLF at 13.67
BC - From 110 PLF at 0.00 to 110 PLF at 0.22
BC - From 40 PLF at 0.22 to 40 PLF at 13.67
TC - 324 LB Cono. Load at 5.75
TC - 174 LB Cono. Load at 7.09, 9.09, 11.09, 13.09
BC - 2285 LB Cono. Load at 1.35, 3.35, 5.35, 7.35, 9.35
11.35
BC - 188 LB Cono. Load at 5.75
BC - 110 LB Cono. Load at 7.09, 9.09, 11.09
BC - 2394 LB Cont. Load at 13.06
Nailing Schedule: ClOd-Box-or_Gun_CO.128"x3"r-min.).nalIs)
Top Chord: 1 Row 012.00" o.o.
BoT Chord: 3 Rows 0 3.75" D.C. (Each Row)
Webs : 1 Row 0 4" o.o.
Use equal spacing between rows and stagger nails
In each row to avoid splitting.
4" o.0. spacing of nails perpendicular and parallel to grain
requlred In area over bearings greater than 4"
Right end vertical not exposed to wind pressure.
Handling stresses not oonsidered For plates. Handling of this truss requires
apeolal Care by truss manufacturer and Installotion contractor to prevent plate
damage.
140 mph wind, 15.00 Ft mean hqt RSCE 7-05 CLOSED bldg, not located within 4.50
Ft From roof edge, CRT II, EXP C, wind TC 6L-5.0 psF, wind BC DL-5.0 psF.
Iw-1.00 GCpi (+/-)-0.18
Wind reactions based on MWFRS pressures. 324# 174 170 174 174#I.
In I I eu of rigid oe i I I ng use pur I I ns to brace BC 0 24' OC . 5 ' 9 2 ' 2 2
Deflection meets L/360 I i ve and L/240 total load. ,Wir-_ 5 • 9 " 7 ' 11 "
All wind load oases on this truss hove a 1.33 duration Factor.
12
U/�C7
pglp p 5X6
�Tl
N H3X6 CD3) TF-3
2 4 8X10 H13 5
13'8" H0514
m
6
7 (" 13.8 •• m m 1 m P!2 CO
.•� +f 2' - 2 a.7..f a•�«c�a1-�r�o)�o-,gym g
2285# 2285# 22JO W# �
�A4# -"# 2394#
1;18878# U=2009# W=8" R=10291#
An,
�NIIIIIf1//�I
TRGT=JIT7= 6'7"1 ♦ �il,,•�NSE ''••®
PLT. TYP. -WRVE DESIGN CRIT-FBC2007CRVTPI-2002 FT/RT"2OX0DX)/1G[G3 OTY= 6 PLIES- 2 �f`Xk'%.- 12g9g •
OF AMERICH G3UU LNIhK1-MLL LN, MMUIhUN Wl. arLzu run arum,, rmm.,a--pig v
ROOF THESE FUNCTIONS. UNLESS OTHERWISE INDI�RTED TOP CHORD SHALL HAVE PROPERLY Hl� T L Z
TRUSSES Pp gyp -BOTTOM CHORD SHALL HAVE R PROPERL'Y ATTACHED RIGID CEILING. O •
. G6W()%%NTB6 FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ITV BCG S •r�
- NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TR • t •
HALF MILE C ORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING, INSTALLING 6 BRACING OF
iUSTRIES LLC. DESIGN CONFORMS WITH APPLICABLE PROVfSIONS OF NOS (NATIONAL DESIGN SPEC BY RFaPR] TPI. ��•: t
ITY BCG CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SSAO RSTM RS53 GRF�IDE 40/'D [W •• V
wnld GRLV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THI F L O X ;♦♦
POSITION PER DRAWINGS 180R-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ••.•..••••
PANELS OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL GI ',- �� S10-•,`
RESPONSIBILITY SOLELY FOR THE TRUSS_COMPONENT_DESIGN_SHOYN.__THE SUITABILITY FIND USE OF T
+
U=2478#
RIGHT JIG = B'6"9
SEO- = 11303
REV. 8.07.00.1218.BERLE =0.2500
TC LL 20.Opsf REF
TC OL 15.OpsP DATE 06-08-2009
BC OL' lO.OpsP
DRWG
BC LL
10.0psf
TOT.LD.
55.0 sf
O/R LEN. 130800
OUR. FRC .
1.25
JOB # : B0191
SPRCING
24.0"
TYPE HIPM
Job:[BO191) M D M / MDM BUILDERS "BLD 2" / A5
Top ohord 2x4 SP #2 :T1 2x4 SP #2 Dense:
Bot chord 2x4 SP #2 :B2 2x4 SP SS:
Webs 2x4 SP #2 :W1 2x4 SP #3:
Roof overhang supports 2.00 per soffit load.
In lieu of rigid ceiling use purllns to brnoe BC 0 24" OC.
Deflection meets L/360 live and L/240 total load.
911 wind load oases on this truss have a 1.33 duration Factor.
fi
0
4X1
s "3
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGnAM FROM TRUSS MFK'b LMTuui
140 mph wind, 15.00 Ft mean hgtj ASCE 7-05 CLOSED bldg; not lo6nted within 6.50
Ft from roof edge} CAT II, EWE wind TC 6L-5.0 psf, wind BC OL-5.0 psf.
Iw-1.00 GCpI [,/-)-0.18
Member design based on both MWFRS and C&C, wind reactions based on MWFRS.
(A) Continuous lateral braoing equally spaced on member. Or 1x4 "T" brace. BOX
length of web member. Some speoies & SRB grade or better, attached with 9d Box
or Gun (0.113"x2.5",min.)nnlle 0 6" OC.
Hondling stresses not considered For plates. Handling of this truss requires
special care by truss manufacturer and Installation contractor to prevent plate
damoge.
15' 10•S" 15'
0
33)
R=2451. U=528# RL=500/-500# W=8" 4tJ R=2451# �J=528# W=8"
�tq6k'AFRI • RIGHT RAKE = 2'2"13
,l�
•�N •• * RIGHT SEOG=6 161286..2
•••••SE •••'• i
LEFT JIGE==16'1112
TAG = T6 • •G �� REV. 8.07.00.1218.�ALE =0.1667
OTY= 2 TOTAL= g
PLT. TYP. -WAVE DESIGN CRIT"FEC20WCOM/TPI-2DG2 FT/RT"2OZUW/L0w) 0%
** R ** TRUSSES REOUIRE EXTREME CARE IN FABRICRTING HANDLING SHIPPING, -INS
BRACING. REFER TO BCSI CBUILDING COMPONENT SAFETY INFQRMF'1TION) PUNLISHEO BY TPI W
L+
TC LL 2 • 0 I7 S r
P
REF
DATE 06-08-2009
ROOF
INSTITUTE 218 NORTH LEE STR. SUITE 312, ALEXANDRIA VR. 223141 RNO VTCR (WOOD TR I
OF AMERIC�A 8300 ENTERPRISE LN MADISON WI. 93719) hR S) M PRACTICES PRIORITO • W
THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHILL HAVE PROPERLY RTTRCHLZ � . 2 z
TC DL 15 . �PSr
DRWG
USSR
.
PpR��,$ gg�yp_ QITTGM CHORD SHALL HAVE R PROPERLY RTTRCFfD RIGID CEILING. O i
**IIIPORTflNT*0 FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ITW BCG B Q• !�wwP
NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE �'R� • • V
CONFORMANCE WITH TPI: OR FABRICATING • HANDLING, SHIPPING, INSTALLING L BRACING OF TREE ! P Q • �
BC DL 10. S�
BC LL 1 � • �PS
-
HALF MILE
DESIGN CONFORMS WITH RPPLICRSLE PROVISIONS OF NOS }NATIONAL DESIGN SPEC SY IFLPFa TPi. \ : Y
•�•
INDUSTRIES LLC.
GRLVB STCE LCAPPLY PLATESRTOEAEACCHOFACE/OF/TRUSS AND �UNLLESSSOTHERWISERLOCATED ON TNIK F L o�••\�
POSITION PER ORRWINGS,IGOR-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER �•. •
DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGI •••• ®��,,,
TOT. LD . 55 • 0 Sf
0/R LEN . 400500
DUR.FRC. 1.25
JOB #: BD191
PA'J
LIF TPI 1-2002 SEC. 3. R SEAL ON THIS
ONSIBILITYSOFNTHE SHOWN. THEDDEESIGNNERITY RND USE OF T �, ESS� •*,���
COMPONENT FORYANYLBUILDING IS THSRECOMPONENT
SPACING 24.0"
TYPE HIPS
Job:CB0191) M D M / MOM BUILDERS "BLD 2" / A3
Topp chord 2x4 SP #2 :T3 2x6 SP #2:
Bo t chord 2x4 SP SS :B2 2x4 SP #2 Dense:
Webs 2x4 SP #2 :W1 2x4 SP #3:
Roof overhang supports 2.00 psF soFFit load.
In lieu of rigid ceiling use purlins to brace BC 0 24" OC.
DeFleotion meets L/360 live and L/240 total load.
RII wind load oases on this truss hove a 1.33 duration Factor.
i
m
0
m
4X12 CB3)
THIS DWG. PREPRRED'BY THE RLPINE JOB DESIGNER PROGRMM FROM TRUSS MFFRS LHTUUI
140 mph wind, 15.00 Ft mean hGt RSCE 7-05 CLOSED bldgI not located within 6.50
Ft From rooF edge, CRT II, EX P LL, wind TC 6L-5.0 psF, wind BC DL-5.0 psF.
Iw-1.00 GCp I C+/-) -0.18
Member design based on both MWFRS .and C&C, wind reaotions based on MWFRS.
CA) Continuous lateral bracing equally spaced on member. Or lx4 "T" brooe. BOX
lenGth of web member. Some species & SRB grods or better, attached with Bd Box
or Gun CO.113"x2.5",min.)nails 0 6- OC.
Hondling :tresses not considered For plates. Handling of this truss requlres
special ogre bU truss monuFacturer and Installation oontraotor to prevent plate.
domoge.
to
19' N 19'
H0308 T3
12 3X
6
----5X
1
(R)
6
CA)
40'5"
4
Ln
\V 0
W1
4X 12 CB3)
3X4
CO
R=24.51#N U=500# RL=604/-604# W=8" 40'5" R=245I# 47==500# W=8"
0 % 111111881080,,
�i•WARTE/9 i� RIGHT RAKE 2' 2"13
LEFT RAKE = 2' 2"13 ( ♦ .••••••..
LEFT JIG 21'4"13 ,Q ` ��•��$ E '•.• ! RIGHT
SEOG== 1128313
PLT. TYP. -WAVE DESIGN CRIT-FBC2OOMQMRPI-0= FT/RT-209(OX3/loro3 OTY- 2 TOTAL- Z`: �® REV. 8. 07. 00. 1218 . E:RLE =0. 1667
ROWARNINGet TRUSSES REQUIRE EXTREME CARE IN FABRICATING HRNOLING SHIPPING,.INS y
BRACING. REFER TO SCSI [BUILDING COMPONENT BRIM INFORME'iTION)PUBLISHED BY TPI u► �_ TC LL 20. 0 P s P REF
INSTITUTE 218 NORTH LEE STR. SUITE 312, RLEXRNDRIR VA..223143 AND WTCR CWOOD TR I TC DL 1S • Oj7Sf DATE Q6-08-2008
OF AMERICAi 6300 ENTERPRISE LN MADISON WI. S3719) FOR SAFETY PRRCTICES PRIOR,TO N ` ul
?-"L�ROOFTHESE FUNCTIONS. UNLESS OTHMISE INDI6RTED TOP CHORD SHALL HAVE PROPERLY RTTRCHEW Z
TPR?M g fTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. = • • •
ff;npGRTpNTOf FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ITW BCG 1� SF� t �� BC DL 1� 0 . O P S r DRWG
., NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUST' • ` A • BC LL 1 O . O P s f
HALF MILE CONFORMANCE WITH TPI: OR FABRICATING HRNOLING, SHIPPING, INSTALLING L BRACING OF •
INDUSTRIES LLC. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS OVRTIONRL DESIGN SPEC BY RF6PR1 I'. •\•� ��,�
ITV BCG CONNECTOR PLATES ARE MRDE OF 20/18/16GA 1W,H/SS/10 RSTM S653 GAME 40/60 [W, . TOT. LD . 55. 0 s f O/A LEN . 400500
WALL POOSSITIONPER DRAWINGSLATES TO 160R-Z. EACH ANY INSPECTIOF ON OF PLATES FOLLOUNLESS WED BYICI1LSHALELOON BEE PER • ••� F L O •�� ♦�♦♦
PANELS OF TPI 1-2002 SEC. 3. R SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONRL ENGIN OUR.FRC. 1.25 JOB # B0191
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF �, Fy' S1O',��� SPACING 2 4.0 " TYPE HIPS
COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER.
PER RNSI/TPI 1 SEC. 2. 1/'
ob: CI7111�111 M U M / MOM BUILDERS -BLD 2" / R9G
Topp chord 2.6 SP #2 :T1 2x4 SP #2:
Bo t chord 2x6 SP #2 :B2 2x6 SP SS:
Webs 2x4 SP #3 :W10 2x4 SP #2:
Trusses or oomponents connecting to this girder have been modified bU the truss
designer. The lcoding For this girder requires verification For 000ureog.
C*e) 1 plote(s) require special positioning. Refer to scaled plate plot details
for spe0101 positioning requirements.
Wind reactions based on MWFRS pressures.
Roof overhang supports 2.00 psF soffit load.
In lieu of rigid ceiling use purllns to braoe BC 0 24" OC.
Left side jacks have 7-0-0 setback with 0-0-0 oant and 2-1-9 overhang. End jacks
have 7-0-0 setback with 0-0-0 cant and 2-1-9 overhang. Right side Jacks have
0-0-0 setback with 0-0-0 Cant and 0-0-0 overhang.
RII wind load cases on this truss have a 1.33 duration Factor.
�712
R I -I i�rir�n
1
3'1�3
4X12
9"3
S2YL2 7YLL
THIS DWG. PREPRREO FROM COMPUTER INPUT (LORDS L DIMENSIONS)SUBMITTED BY TRUSS
2 Complete Trusses Required p=::5�' ` .
Na I I I ng Schedule: Cl Od-Box.or-Gun_ CO. 128 "x3", --n I n . ) , na I I s)
Top Chord: 1 Row 012.00" 0.0.
Bot Chord: 1 Row 012.00" o.o.
Webs : 1 Row 0 4" o.o.
Use equal spacing between rows and stagger nails
in each row to ovoid splitting.
CI) - plates so marked were sized using a Fabrication Tolerance of OY. and a
Rotational Tolerance of 0 degrees.
140 mph wind, 15.00 Ft mean hggt, RSCE 7-05, CLOSED bldq, Located anyywhere In
roof, CRT II EXP C, wind TC OL-5.0 psF, wend BC DL-5.0 psF. Iw-1.00
GCpi (•/-)-0.I9
Right end vertical not exposed to wind pressure.
#1 hip supports 7-0-0 jacks with no webs.
Deflection meets L/360 live and L/240 total load.
Handling stresses not considered For plates. Handling of this truss requires
special care bU truss manuFooturer and installotion contractor to prevent plate
damage.
y
3X10 (R)
QVP SYC (]Y I n
�Lr)
3' 4I-3:
6 H1010 4X12
H05 •�) 82 5X6 (R)
oI
40'S" 3X10`��
40'S"
CM,
7' + 33'5"
660#
R=4697# U=1933# W=8" R=4764# U=1890#
( \
:.
1
LEFT RAKE - 2'2"13 -WARe',
LEFT JIG = 7' 11-14 ��`1 .••Ns •••.. ♦oo RIGHT JIG 3' 11 "11
TRG - T4 % ♦ SEO = 11306
PLT. TYP.-WAVE DESIGN GRIT-FSC2Oo7C0M/TPI-2OD2 Fi/RT"20:Mn/I0EO) OTY= 2 PLIES= 2 .1= Er 5 ♦♦ REV. 8.07.00. 1218. EMRLE=0.1667
-WARNINGov TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING, .INS • .�lOP
TC LL 20. 0 p S REF
BRACING. REFER TO SCSI (BUILDING COMPONENT SRFETY INFORRITION) PU6LISHEO BY TPI W
INSTITUTE 218 NORTH LEE STR., SUITE 312, ALEXANDRIA VA. 223M RNO WTCR (WOOD TR ZZZ��� I(� +
OF RT ICA 9300 ENTERPRISE LN, MROISON WI. 5371B) FOR SAFETY PRACTICES PRIORJO N `' iW+ TC DL 15 • 0 sF DATE 06-08-2009
TIVUS 99 THESE F1gA4C{.gIO�UM UNLESS
ORD SHA�HAVE A�PRIOPEERLY ATTACHHEEDD°RIIGGID CEILING.
RTT +�i• T L O� : Z: P
PsIf1PORTRN5s* FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ITW BCG S • ft BC OL 10. Opsl= DRWG
` NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TR I • ''RR
FS HALF MILE CONFORMANCE WITH TPI: OR FABRICATING HANDLING, SHIPPING INSTALLING L BRACING OF lTFil66.• t►� ® : V` BC LL 10. 0 p si
INDUSTRIES LLC. DESIGN CONFORMS WITH RPPLICRBLE PROVISIONS OF NOS RNRTIOARr DESIGN SPEC 9Y AFLPFD ANrTPI. •
ITV SCG CONNECTOR PLATES FIRE MADE OF 20/18/1SGR IW H/SSA0 ASTM R653 GRAM RD/SO (Y, • P � � � TOT.LD. 55. 0 Sf 0/R LEN. 400500
WALL GRLY. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THI • . • F � 0 •®•• � ,�
POSITION PER DRAWINGS IGOR-Z. ANY INSPECTION OF PIMES FOLLOWED BY (I) SHALL BE PER• ' 4
PANELS OF TPI 1-2002 SEC. 3. A BERL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENS I ONP��, OUR.FRC. 1.25 JOB #: B0191
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE T f�
PER COMPONENT
FOR
IANY UILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, �� SS � ',��� SPACING 214. 0 " TYPE . HIPS
00. LOU1J1J ri u ri / rlurl t)U1LUtKS "tiLU 2- / MV6
Topp chord 2x4 SO #2
Bo t chord 2x4 SIR #2
Webs 2x4 SP #3
In lieu of rigid oel•Ilng use purlins to brace BC 0 24" OC.
DeFleotion meets L/360 live and L/240 total load.
Handling stresses not considered For plates. Handling or this truss requires
special core by truss manuFooturer and Installation contractor to prevent plate
damage.
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
140 mph Wind, 15.00 Ft mean hAt RSCE 7-05 CLOSED bldg; not located Within 4.50
Ft From roar edge, CRT II, EXP C, Wind TC 6L-5.0 par, Wind BC DL-5.0 par.
Iw-1.00 GCpl (F/-)-0.19
Member design based on both MWFRS and C&C, wind reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
See DWG VALTRUSS0207 For valley details.
RII wind load oases on this truss have a 1.33 duration Factor.
b R=113pIF U=100pIF
( _\ aaa■
RL=30/-11pIF W=6'
O�►�`'"-viIARTF ��i�
.NSE••••�9
TRGT=JIT37 6'8"8 �,�� *��e�y RIGHT
11248
SJIG ==
PLT. TYP.-WAVE DESIGN CRIT•FBC2007COM/TPI-mmF(/RT-2axam/loml OTY= 8 TOTAL. FAW: G 9y =' '�® REV. 8.07.00.1218.5ERLE=0.7500
01OWFIRNING1110 TRUSSES REQUIRE EXTREME CARE IN FABRICATING HRNOLING SHIPPING INST
BRACING. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORRATION) SHIPPING,
BY'TPI ��LLpp
INSTITUTE 218 NORTH LEE STR.
+
+
+
TC LL 20. 0 P S f
REF
DATE 06-OB-2009
ROOF
SUITE 312, RLEXRNDRIR VA. 223143 AND YTCR (MOOD TR IJNCIL•
OF RMERICAN 6300 ENTERPRISE L'N, MADISON YI. 53719) FOR SAFETY PRACTICES PRIOR TD TifR N
• W
TC DL 15.Opsf
?'�T
RUSSES
THESE FUNCTIONS. UNLESS OTHERWISE INDI&TEO TOP CHORD SHALL HAVE PROPERLY RTTRCHZ
PRyELSOgysL_g9TTOM CHORD SHALL HAVE R PROPERLY RTTRCHEO RIGID CEILING.
at as FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRRCTOR. ITW BCG 1� SFIbL
NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: RNY FAILURE TO BUILD THE {RU� •
® i
�: s
BC DL 10 • O p s F
DRWG
_
HALF MILE
INDUSTRIES LLC.
CONFORMANCE WITH TPI: OR FRBRICATING HfMIDLING, SHIPPING INSTALLING & BRACING OF eS.•
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NRTIOAAL.RO N SPEC BY RF&PR) I.
ITY BCG CONNECTOR PLATES ARE MROE OF 20/18/16GR IW,H/SSAO RSTM RG53 GRF'NDE 40/60 (W, ••
GRLV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LGCR70 ON THI •
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WALL
0/R LEN. 6
PANELS
POSITION PER DRAWINGS 160R-Z. ANY INSPECTION OF PLUES FOLLOWED BY (I) SHALL BE PER
OF TPI 1 2002 SEC. 3. R SERL ON THIS DRAWING INDICATES RCCEPTANCE OF PROFESSIONAL ENGI
RESPONSIBILITY
,
DUR.FRC. 1.25
JOB .#� B0191
SOLELY
COMPONENT IS �SECOMPONENT
PONNSSIIB LITYSOFNTHE BUILDING DESIGNER, Y AND USE OF T ,,
'
SSA �`
SPACING 24.0"
VAL
PER RNSI/TPI 1 SEC. 2.
of lil71.
TYPE
JOD; LC31J1ZJ1J I-i U n / MUM UU1LUEHS "BLU 2" / H4
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 Dense 'B2 2x4 SP #2:
Webs 2x4 SP #2 =W1 2x4 SP #3:
RooF overhang supports 2.00 per soFFlt load.
DeFleotlon meets L/360 live and L/240 total load.
All wind load oases on this trues have a 1.33 duration Factor.
�• 17 '
3X4
1 12
m 6
- - -o - - - - - ---- - - 5X6 --- —
D
W1
4X12 (B3)
# "3
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT -
NO mph wind, 15.00 Ft mean hot RSCE 7-05 CLOSED bldg, not Idooted within 6.50
Ft From roof edge, CRT II, EX P �� wind TC bL-5.0 psF, wind BC OL-5.0 psF.
Iw-1.00 GCpi(+/-)-0.18
Member design based on both MWFRS and C&C, wind reactions based on MWFRS.
In lieu of rigid calling use purlins to brace BC 0 24" OC.
Handling stresses not considered For platee. Handling of this truss requires
a solol care bq truss manuFooturer and Installation contractor to prevent plate
damoge.
6'5" 17'
H0510
3X4
5X6
W1
4X 12 (B3)
32 3X4 (R] H0308 3X4
40'5"
40.5"
R=2451#N U=516# RL=552/-552# W=8" ;004— R=2451# R'J=516# W=8"
0.
io
LEFT RAKE = 2' 2"13 • WARrt ��
LEFT _RAK 19'2" • �:••••"••. • RIGHT RAKE 2'213
• �T35•.•'NSE' *�®ice RIGHT JIG 19'2"
PT. TYP. YR E DESIGN CRIT-F8CMWCawrnl-20O2FT/RT_zoz[oniiom) OTY= 2 TOTAL— ` `�:•�� �5 REV. 8.07.00.1218.�RLE =011667
66 R N 414 TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING, INS 0•fiYB TC LL 2 0 . 0 S F REF
BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORFATION)PUALISHEO BY TPI P
INSTITUTE 218 NORTH LEE STR. SUITE 312, RLEXRNDRIR VA. 22314) R1� YTCR [Y000 TR QNCIU� OF RMERI9A 6300 ENTERPRISE LN' MADISON WI. 53718) FOR SAFETY PRACTICES PRIOR'TO N • W TC DL 15. OPSF' DATE 06-08-2005
ROOF THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY RTT� T L � • z �
TRUSSES PRpEt�� g� gQTTOM CHORD SHALL HRVE R PROPERLY ATTACHED RIGID CEILING. •
. 60IIIPOWPRIWOI FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ITV BCG BC DL 10 . 0PSF' DRAG
NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE �Ti -
HALF MILE CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING L BRACING OF S.
' BC LL 1 0.0 s f
INDUSTRIES LLC. DESIGN CONFORMS.YITH APPLICABLE PROVISIONS OF hS INATIO�IA. DESIGN SPEC BY RFLPR) TPI. • \ � ♦ P
ITV BCG CONNECTOR PLATES ME MADE OF 20/18/16SR [Y H/SS/M) RSTM A653 G99E 40/60 .[Y, • •
WALL GRLV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AIiO UNLESS OTHERWISE LOCATED ON THI ! F L Q�i• ••� TOT. LD. 55.0 sF 0/R LEN. 400500
POSITION PER DRAWINGS 16OR-Z. ANY INSPECTION OF PLATES FOLLOWED BY U) SHALL BE PER +.•••••••• •
PANELS OF TPI 1-2002 SEC. 3. R SERL ON THIS ORRYING INDICATES ACCEPTANCE OF PROFESSIONAL ENGIN oNP•• DUR.FRC. 1.25 JOB #' 60191
COMPONENT
1 SECRESPONSIBILITY BUILDINGTIS THE RESPONSIBILITY6OFNTHEOBBUUILDINGG HE DESIGNERITY AND USE OF �,, S S 1 ��0,
IPER SPACING 24.0" TYPE HIPS
Job: LCJUIZJIJ M U M / MUM dU1LULH5 -ULU 2- / H1
Topp chord 2x4 5P #2
Bo 7 chord 2x4.SP SS
Webs 2x4 SIP #2 :W1 2x4 SP #3:
Roar overhang supports 2.00 psF soFFlt load.
In lieu of rigid ceiling use purllns to brace BC 0 24" OC.
DeFlectlon meets L/360 live and L/240 total load.
RII Wlnd load cases on this truss have a 1.33 duration Factor.
20'2"8
12 3X
6
U) _
- o - - - -- - --- ----5X6 - -
Wi
4X12 (B3)
5"3
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFFRS LHYUUL
140 mph Wind, 15.00 Ft mean hggt RSCE 7-05 CLOSED b-ldg, not Idoated Within 6.50
Ft From rooF edge, CRT II, EXP �, wind TC 6L-5.0 psF, Wlnd BC OL-5.0 psF.
IW-1.00 GCp1L+/-1-0.18
Member 'design based on both MWFRS and C&C, Wind reactions based on MWFRS.
CA) Continuous lateral bracing equally spaced on member. Or 1x4 "T" brace. BOX
length of Web member. Some Species & SRB grode or better, attached With 8d Box
or Gun (0.113"x2.5",min.)nolIs 0 6" OC.
Handling stresses not considered For plates. Handling of this truss requires
speciol core by truss manuFooturer and Installation contractor to prevent plate
damage.
20'2"8
3X4
(A) c*)
(R) ) 5X6
W1
4X 12 (B3)
576 H0308 3X4
40'5"
T
R=2451#N U=497# RL=636/-636# W=8" 40'5" R=2451# R9 497# W=8"
01 Vzz
ILEFT RAKE = 2'2"13W;RIGHT RAKE 2'2"13
LEFT_JIG 22'9" t1 .• %SE * RIGHT JI-G = 22'9"
PT. TYP.4RE DESIGN CRIT-FBc2D07CG /TPI-20Q2 FT/RT-=(On/Iom1 OTY- 50 TOTRL= ` .' G� 9� �i REV. 8. 07. 00. 1218 . �RLE =011667
ROWBRRCING NG6111 REFERRTOSBCSIE(BUIILL.DIINNG CCOOMPONNENTISRFRETYIINFORM�iTIION7)IPSALISHHEEOISY,TPIST LA TIC ILL 20. OPSP REF
INSTITUTE 218 NORTH LEE STR., SUITE 312, RLEXRNORIR VR. 223141 RHO WTCR (WOOD TR IL TC DL 15 . ePSf DATE 06-06-2009
OF RMERIa 6300 ENTERPRISE LN MRDISON WI. 5371S) FIOR SAFETY PRRCTICES PRIOR'TO N W
ROOF THESE FUNCTIONS. UNLESS OTHERWISE INDICRTED TOP CHORD SHRLL HRVE PROPERLY RTTRCHLZ � � Z
TRUSSES PApNN��II,,�� g ggTTOM CHORD SHALL HAVE R PROPERD RTTRCHED RIGID CEILING. 0
lllnpQFiTpoff FURNISH COPY OF THIS DESIGN TO INSTRLLRTION CONTRRCTOR. ITV BCG 10SFmI �� �r BC OL 1 O . OPSf DRWG
_ NOT BE RESPONSIBLE FOR RNY IEVIRTION FROM THIS DESIGN: RNY FRILURE TO BUILD THE �'RU50 • '�
HALF MILE CONFORMANCE WITH TPI: OR FRBRICRTING HRNOLING, SHIPPING INSTRLLING & BRRCING SLS.• O _ BC LL 10. O S f
ITYIGBCGCCONNECTORIPLRTESLRREEMMRDE PROVISIONS
NOS
RSTMIR853 GRF�E 40%60 LW I • Q►�••'r ♦♦� P
ro INDUSTRIES. LLC. •
GRLV. STEEL. RPPLY PLATES TO ERCH FACE OF TRUSS RNO UNLESS OTHERWISE LOCATED oN T'HIS • F L 01 ♦ TOT. LD . 55 . O S f O/A LEN . 400500
WALL. POSITION PER DRRVINGS 160R-Z. RNY INSPECTION OF PLRtES FOLLOWED BY (I) SHALL BE PER •••••••••O�Q►;�♦ DUR.FRC. 1.25 JOB #' B0191
PANELS OF TPI 1-2002 SEC. 3. R SERL ON THIS ORRWING INDICRTES RCCEPTRNCE OF PROFESSIONAL ENGI
RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITRBILITY FIN USE OF T `, FS S, f�`,` SPRC I NG 2 4 . 0 .. TYPE . C O M N
PER RN IS TFFIRIRSECBUILDING IS�THE RESPONSIBILITY OF THE BUILDING DESIGNER, f f'
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Top chord 2x4 SP #2
got Chord 2x4 SP SS :B2 2x4 SP #2 Dense:
Webs 2x4 SP #2 :W1 2x4 SP #3:
RooF overhang supports 2.00 psF soffit load.
In lieu of rigid calling use purllns to braoe BC 0 24' OC.
Deflection meets L/360 live and L/240 total load.
All wind load oases on this truss have a 1.33 duration Factor.
- 20 ' 2 "8
12 3X
6 p
U7
4X12 CB3l W1
'S"3
R=2456#N U=494# RL=567/-597# W=8'•
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRRS LAYOUT
140 mph wind, 15.00 Ft mean RSCE 7-05 CLOSED bidgnot located within 6.50
Ft From roof edge, CRT II, EXP �� wind TC OL-5.0 psF, wind BC DL-5.0 psF.
Iw-1.00 GCpI(+/-)-0.18
Member design based on both MWFRS and C&C, wind reactions based on MWFRS.
(A) Continuous lateral bracing equally spaced on member. Or 1x4 "T" brace. BOX
lenggth of web member. Some species & 5RB grade or better, attached with Bd Box
or'Gun (0.113"x2.5",m1n.)nalls 0 6" OC.
Handling stresses not considered For plates. Hondling of this truss requlres
special care by truss manufacturer and Installotion contractor to prevent plate
damage.
X6
CY)
X4 -
4X12 CB3)
W1
)8 3 4
olmR=2285# U=432#
W
LEFT RAKE_= 2' 2"13 O,i, •WAR?N kkj
TRGT=JIT30 22.9^ aVSE•'(�i•••'•••,��i RIGHTSEOG=6 11269
PLT. TYP.-WRVS DESIGN GRIT-FBC2OO7Ca,/TPI-2OO2 FT/RT_20XQu,/lam, OTY- 42 TOTAL=o�G 5 REV. 8 .07 .00. 1218. IMRLE =0.1667
%9WHRNINIes TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING,. INS 6 •
BRACING. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORM�ITION] PUhLISHEO BY TPI •P W
TIC LL 20. 0 p S f'
REF
ROOF
INSTITUTE 218 N�tTH LEE STR. SUITE 312, RLEXRNDRIR VA. 223143 AND YTCR (Y000
OF RMERICb S300 ENTERPRISE LN MRDISON WI. 53719) FOR SAFETY PRACTICES PRIOR TO I
TIC DL 15 . 0 Si
P
DATE 06-08-2009
?J'TRUSSES
G
THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY RTT L Q` � Z =
PROQyQ_BOTTOM CHORD SHALL HAVE R PROPERLY ATTACHED RIGID CEILING. •
�. 40
60 FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ITV BCG C. 9 i
N07 BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TR SYS! Q• •
A
BC DL 1 0 • O P S f
DRWG
HALF
MILE
CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING, INSTALLING & BRACING OF � Q : � '.BC
DESIGN CONFORMS WITH APPLICABLE PROVfSIONS OF 40S UJRTIONRL DESIGN SPEC BY AF&PRl TPI. •
LL 1 0 . 0 p s f
INDUSTRIES I.L.C.
ITY BCG CONNECTOR PLATES ARE MADE OF 20/1B/16GR (Y,H/SS/M] RSTM R653 GRAM 40/SD (Y, • • .
GRLV. STEEL. APPLY PLATES TO EACH FILE OF TRUSS AND UNLESS OTHERWISE LOCATED ON TH �• • v ♦
POSITION F L O
TOT. LD. 55. 0 sf
O/R LEN . 40050D
N
OUR.FRC. •1 . 25
.SOB #: B0191
PANELS
.6
PER DRAWINGS 1GOR-Z. RNY INSPECTION OF PLUES FOLLOWED BY (I) SHALL BE PER i ••• PSI 0♦
ILITYSSOL3. be 00
DESIGN SHOACCEPTANCE
N THE SUITABILIFTYY
ROF ESPONSIBILITY ELY FORTHETRUSSISCOMPPOONNEENT AND USE
��@'O�" ��
SPACING 24.0"
TYPE COMN
PER ONTTPIRl SEC.U2LDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. •7 ��
JOD;lt3U1ZJ1J M U M / MUM BUILDERS "BLD 2" / MV4
Top chord 2x4 SP #2
Bot chord 2.4 SP #2
Webs 2x4 SP #3
In lieu of rigid Ceiling use purllns to brace BC 0 24- OC.
See DWG VALTRUSS0207 for valley details.
RII wind load noses on this truss have a 1.33 duration Factor.
LEFT JIG = 4'5"11
TAG = T26
PLT. TYP.-WRVE DESIGN CRIT-FBC2007CaI/TPI-2002 FT/RT-2o:COX) /10GO
ROOF
TRUSSES
HALF MILE
TVALL
PANELS
OF
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
140 mph Wind, 15.00 Ft mean hogt, RSCE 7-05, CLOSED bldgg, Located anywhere in
roof, CRT II EXP C, wind TC OL-5.0 psF, wind BC OL-5.0 psF. Iw-1.00
GCp I I+/ -) -0.18
Member design based on both MWFRS and C&C, wind reactions based on MWFRS.
Deflection meets L/360 live and L/240 total load.
Handling stresses not oansldered For platee. Hondling of this truss requires
speolal care by truss manuFaoturer and Installation contractor to prevent plate
damage.
00pIF RL=28/-10p1F W=4'
S
OTY= 8 TOTAL— F
►`'" WART ''•••
RIGHT JIG
SEO =
REV. 8.07.00.1218.HMRLE
— 3'5"2
11242
=1.0000
TC LL
TC DL
BC DL
BC ILL
TOT.LD.
20.OpSF
15.0psF
10.0PSF
10.OPSF
55.0 sF
REF
DATE 06-06-2009
DRWG
O/A LEN. 4
DUR . FRC .
1.25
JOB # :
B0181
SPACING
24.0"
TYPE .VAL
Job: UJU1Z11J M U M / MUM bUILULK6 "bLU Z.. / HEM
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W4 2x4 SP #2:
RooF overhang supports 2.00 psF soffit load.
Deflection meets L/380 live and L/240 total load.
RII wind load cases on this truss have a 1.33 duration Factor.
13'
- - - -- 12 --
6 �-
m 5X
0
CD
I 3X10 (B3)
p R "3
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR-5 LHTUU1 .
140 mph wind, 15.00 Ft mean hoGt RSCE 7-05 CLOSED bldgnot located within 6.50
Ft From roof edge, CRT II, EX P �, wind TC 6L-5.0 pal', wind BC DL-5.0 psF.
Iw-1.00 GCp I [+/-] -0.18
Member design based on both MWFRS and C&C, wind reactions based on MWFRS.
In lieu of rigid oelling use purllne to brooe BC 0 24" OC.
Hondling stresses not considered For plotes. Handling of th16 truss requires
special care by truss monuFooturer.and inetollotion oontractor to prevent plate
damage.
14'5'' _ 13'
0510
14
3X4 3X10 [63J 71
aI
308 2X4
HO 3X4 '
40,5"
R=2462#N U=615# RL=378/-408# W=8" 40'S" R=2289# U=553#
I
0-
®�ffflllgp',�
LEFT RAKE = 2' 2"13 ,•Zl•-10:a::;•F19
LEFT JIG 14'8"5 V-z.t.SE' �� RIGHT JIG = 14'8"5
TAG = T25 �� �� SEO = 11241
PLT. TYP. -WRVE DESIGN CRIT-FBC2conmvTPI-2002 Ff/RT-2DXU)n/10m3 OTY= 2 TOTAL= 2: G g -• REV. 8.07. 00. 121�+B B. EERLE =O.1667
66 00 TRUSSES REOUIRE EXTREME CARE IN FABRICATING HRN13LING SHIPPING, . INS
TIIL • TC LL 20. 0 S T REF
BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORM�iTION) PUBLISHED BY TPI y WP
INSTITUTE 218 NORTH LEE STR., SUITE 312, RLEXRNORIfl VA. 223143 AND VTCR (VOW TR I
OF AMERICR 6300 ENTERPRISE LN MADISON VI. 537191 FOR SAFETY PRACTICES PRIOR,TO . W o TC OL 15. OpsF DATE 06-08-2009
?-fROOF THESE FUNCTIONS. UNLESS OTHERWISE INOIBRTED TOP CHORD SHALL HAVE PROPERLY RTTACHlb L � � -r �
TRUSSES PR1i.�� gg� �ggppTTOM CHORD SMALL HAVE A PROPERLf ATTACHED RIGID CEILING. Q
ialf1PCIiTRNTeB FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ITV BCG S �� BC OL 10. 0 P S F DRWG
NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE �R PIt �� Q • C� BC LL 10. Of7 S F
HALF MILE CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING, INSTALLING 6 BRACING OF T ES • o
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ITW STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THI 4 �' L Q •••
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PANELS OF TPI 1_2002 SEC. 3. R SERL ON THIS DRAWING INDICATES RCCEPTRNCE OF PROFESSIONAL ENGI E N` �� DUR.FAC. 1.25 JOB #.' B0191
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Top ohord 2x4 SO #2
Bo't chord 2x4 SP #2 .
ROOF overhang supports 2.00 psF soFFit load.
In lieu of rigid ceiling use purllns to broos BC 0 24" OC.
Handling stresses not considered For plates. Handling of this truss.requlres
speolal care bq truss manufacturer and Installation contractor to prevent plate
damage.
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140 mph wind, 15.00 Ft mean ASCE 7-05 CLOSED bldgnot located within 4.50
Ft From roof edge, CRT II, EXP �, wind TC bL-5.0 psF, wind BC DL-5.0 psF.
Iw-1.00 GCp I (+/-1-0.18
Member design based on both MWFRS and C&C, wind reactions based on MWFRS.
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BRACING. REFER TO SCSI (BUILDING COMPONENT SRFETY INFORMATION)P56LISHEO BY TPI
TIC LL 20. D P S F
REF
DATE OS-08-2009
INSTITUTE 21B NORTH LEE STR. SUITE 312, RLEXRNDRIR VA. 223141 AND VTCR (WOOD I
OF RMERICA 6300 ENTERPRISE LN MADISON WI. 53719) FOR BRIM PRACTICES PRIOR, TO IN W �
TIC OL 15. OS F
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NOT BE RESPONSIBLE FOR ANY DEVIRTION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUE
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INDUSTRIES LLC.
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DESIGN CONFORMS WITH RPPLICRBLE PROVISIONS OF NOS (NRTIONRL DESIGN SPEC BY AF&PRl TPI. • \
ITY BCG CONNECTOR PLATES ARE MROE OF 20/19/16GR (Y
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TOT. LID. 55 • C s �'
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THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF �,, �S S 1,��,
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TYPE
Job: [B0191) M
D M / MDM BUILDERS "BLD 2- / MV2
THIS DWG. PREPARED
BY THE ALPINE JOB Ut5iGNtH vKuunnn rnun inuaa nrn a �niuui
Top chord 2x4 SP
#2
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Ft mean hoqt, RSCE 7-05, CLOSED bldq; Looate6 anyWhere In
OL-5.0 IW-1.00
Bo t chord 2x4 SP
#2
roof, CRT II EXP C,
wind TC oL-5.0 Pori Wind BC psF.
In lieu of rigid
calling use purlins to brace BC 0 24" OC.
Member design based
on both MWFRS and C&C, Wind reactions based on MWFRS.
Deflection meets
L/360 live and L/240 total load.
See DWG VRLTRUSS0207
For valley details.
Handling stresses not considered For plates. Handling of this truss requlres
special care by truss manufacturer and Installation contractor to prevent plate
RII Wind load oases
on this truss have a 1.33 duration Factor.
damage.
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REF
DATE 06-08-2009
DRWG
O/A LEN. 2
DUR.FAC. 1.25
JOB # B0191
SPACING 24.0"
TYPE . VAL
JOb- LOU 1!JIJ M U M / MUM BUILDERS "BLD 2" / EJ7
THIS DWG. PREPARED BY
THE
ALPINE JOB
DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT ,
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Bot chord 2x4 SP #2
140 mph wind, 15.00 Ft
ft From rooF edge, CRT
mean hqt RSCE 7-05 CLOSED bldg, not located within 4.50
II, EXP C, wind TC 6L-5.0 peF, wend BC OL-5.0 psf.
Iwn1.00 GCpI(+/-]-0.18
RooF overhang supports 2.00 per soPflt load.
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both
WAS and
C&C, wind reaot►ons based on MWFRS.
In Ileu of rigid oelllng use purlins to brace BC 0 24" OC.
DeFleotion meets L/360
live
and L/240
total load.
Handling stresses not considered for plates. Handling of this truss requires
special care bq truss manufooturer and Installation contractor to prevent plate
RII wind load oases an
this
truss have a 1.33 duration Factor.
damage.
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INSTITUTE 218 NORTH LEE STR., SUITE 312, RLE%RNDRIA VA. 22319i AND YTCR [MOOD 7R IU� r
ROOF
OF AMERICA 6300 ENTERPRISE LN MADISON WI. 537191 FOR SAFETY PRACTICES PRIOR TD N ::� •
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IO
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DATE 06-06-2009
TRUSSES
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ITV BCG CONNECTOR PLATES ARE MADE OF 20/18/16GR 1W H/SS/MI RSTM R653 6WDE 90/GD (W, :
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#2
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wind, 15.00 Ft
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�, TC 6L-5.0 BC OL-5.0
chord
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wind pa£, wend pa£.
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#3
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GCplc+/-1-0.18
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oelJing use purlins to brace BC 0 24- OC.
Member design based on
both MWFRS
and C&C, wind reactions based on MWFRS.
DePleotion meets
L/360 live and L/240 total load.
Right and vertical not
exposed to
wind pressure.
Handling stresses not considered for plates. Handling of this truss requires
See DWG
VALTRUSS0207 For valley details.
speolaI acre by truss manuPooturer and Installation contractor to prevent plate
damage.
, 55•1 0 "B
RII �,6"
1and marsl em
thIn truss
have a 1.33 duration factor.
(V
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TAGPLT. TYP. -WAVE DESIGN GRIT-FBC2007COMMI-2002 FT/RT-zorconitomI
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REF
DRTE os-08-2009
DRWG
O/R LEN. 8
DUR.FRC.
1.25
JOB #:
60191
SPACING
24.0"
TYPE .VAL
Job; Lt]U1�J11 M U M / MUM BU1LUEHS -lJLU 2- / MV12
Top chord 2x4 SP #2
Bo t chord 2x4 SP #2
Webs 2x4 SP #3
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DeFleotion meets L/$60 live and L/240 total load.
Handling stresses not considered For plates. Handling of this truss requires
speoiol care by truss manuPaoturer and installation contractor to prevent plate
damage.
N
3;
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See DWG VALTRUSS0207 For volley details.
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INSTITUTE 218 NORTH LEE STR., SUITE 312, ALEXRNDRIR VA. 2231gf AND WTCR (WOOD TR Ikt�
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OD: Lt3U1ZJ11 I'I U M / MUM BUILDERS "BLD 2" / HJ7
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Bot chord 2x4 SP #2
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iY)
4 _3
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12'8-
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THIS DWG. PREPARED FROM COMPUTER INPUT LLOnDS & OIHENSIO S)SUBMITTED BY TRUSS MFR.
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designer. The Icoding For this girder requires verification For accuracy.
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roof, CRT II EXP Cr wind TC OL-5.0 psF, wind BC DL=5.0 psf. Iw-1.00
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J00; lt)U1;11.1 M U M / MUM BUiLUERS "BLO 2" / CJ3
THIS DWG. PREPARED BY
THE
ALPINE JOB DESIGNER PROGkAM FROM TRUSS MFR'S LAYOUT
Top ohord 2x4 SP #2
Bot ohord 2x4 SP #2
140 mph wind, 15.00 Ft
mean
hogt, RSCE 7-05, CLOSED b1dgg, Looatad anyywhere in
rooF, CRT II EXP C, wind
GCp I I+/-] -0. I8
TC DLa5.0 psF, wend BC DL-5.0 psf. Iw=1.00
RooF overhang supports 2.00 psF'soFFit load.
In lieu of rigid oelling use purllns to braoe BC 0 24' OC.
Member design based on
both
MWFRS and C&C, wind reootlons based on MWFRS.
DeFleotlon meets L/360
live
and L/240 total load.
Handling stresses not oonsldered For plates. Handling of this truss requires
speolal oars by truss manuFooturer and Installation oontraotor to prevent plate
All wind load oases on
this
trues have a 1.33 duration Footor.
damage.
R=59# U=64#
fi
12
fi
m
0
6 p
o
—
---- - - - - - -- - --
1 2X4 CAI)
4
�
LEFT RAKE = 2'2"13
LEFT JIG='3'6"4
TAG = T11
PLT. TYP.-WRVE
NAILED
NAILED
•
'tj$Eg•••q *����'� RIGHT
SEO JIG===51233
G REV. 8.07.00. 1218. JSEALE 0.7500
BRRCI)dG. REFER TO BCBI (BUILDING'CUMPDIJENT�SRFETI-INFORMHTIONI--PU(;LISFiEU�9Y'TPI- �� 4 Vy• TC LL 20. Opsf REF
INSTITUTE 218 NORTH LEE STR., SUITE 312 ALE%RNDRIA VA. 22314f AND WTCR (WOOD TR IL
OF RMERICf; 6300 ENTERPRISE LN MADISON DWI. 5371S) FOR SAFETY PRACTICES PRIOR TO NG • W TC DL 15 . OPSf DATE 06-08-2009
ROOF THESE FUNCTIONS. UNLESS OTHERWISE INDI6RTED TOP CHORD SHALL HAVE PROPERLY ATTACHE&
Sr TRUSSES PR IG g1 @�TTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. • •
88InPORTRNT88 FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ITW BCG I . SHdL o i ? BC DL 1 0 . 0 S f DRWG
NOT BE RESPONSIBLE FOR ANY DEVIRTION FROM THIS DESIGN: ANY FAILURE TO BUILD THE fRU Iyy�, •
HALF MILE CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING C BRACING OF SES.• �►� Q : � BC LL 10. 0 P S f'
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF I�S (NRTIOf'�iL DESIGN SPEC BY RFLP(O I. •
INDUSTRIES LLC. ITW BCG CONNECTOR PLATES ARE MADE OF 20/18/18GR (W,H/SS/K) RSTM RGS3 GRADE 40/80 (W. •• P`i (` ��`
GRLV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS • Fop X. , TOT.LD. 55. D Sf O/A LEN. 3
WAIL POSITION PER DRAWINGS 180R-Z. ANY INSPECTION OF PLR{ES FOLLOWED BY (I) BHRLL BE PER •� °'-`�► 1.25 JOB # ' BO 1 9 1
PANELS OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGIN •°••••° OUR. FAC .
COMPONENTPIFOORRYANYY BUILDINGTIISS THE TRUSS ONNSIBILITYSOFNTHE BBUILDIING DESIGNERITY AND USE OF �, �: S S 1O ���,
PER RNSI/TPI I SEC. 2. ' I� -1� SPACING 24.0" TYPE JACK
V
DESIGN CRIT-FBC20D7COM/TPl-2002 FT/RT_xar(Gn 110 w) OTY= 24 TOTAL=
Job- LBUly1J M
U M / MUM BUILUERS -BLU 2- / MV10
THIS
DWG. PREPARED BY
THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRRS LAYOUT
Top chord 2x4 SP
Bot chord 2x4 SP
#2
#2
140 mph
Ft from
wind, 15.00 rt
rooF edge, CRT
mean hot RSCE 7-05 CLOSED bidg, not located within 4.50
II, EX �, wind TC bL-5.0 paF, wind BC DL-5.0 psF.
Webs 2x4 SP
#3
Iw-1.00
GCpi(+/-)-0.18
In lieu of rigid
oel.ling use purllns to brace BC 0 24" OC.
Member
design.based on
both MWFRS and C&C, wind reactions based on MWFRS.
Deflection meets
L/380 live and L/240 total load.'
Right and vertical not
exposed to wind pressure.
Handling stresses not considered For plates. Handling of this trues requires
See DWG
VALTRUSS0207 For valley details.
special care bg
truss manufacturer and Installation contractor to prevent plate
damage.
5 ' 10 ..8
All w L"
I nad noses an
th I s Ltpi958hove a I _33 di mat I ori.Foator .
12
6
- - ---- - --- --
- --- -- -- - - ---- - ---
N
3X4 (DI)
N
N
Li
LEFT_JIG = 6'6-13
TAGPLT. TYP. -WAVE DESIGN CRIT-FBC2007COMRPI-2002 FT/RT-20S(01)/10(0)
ROOF
TRUSSES
HALF MILE
INDUSTRIES LLC.
WALL
PANELS
R=113p.lf U=100plF RL=18/-7p
��.VIARrt Af
31 - !*.•DNS E ; *
= 6 TOTAL= Z`�:yp0 91b �i REV.
LIPPUUt3LSHIPPING,
SHEO BY,TPIST RTE W • TIC LL
i RNo YTCR moo TR CIL• W
PRRCTICES PRIOR TO TIC DL
FIVE PROPERLY RTTZ
•
ILING.
ITHRCTOR. ITY BCG I �'♦mow BC DL
iLLING TO BUILD
OTR
F uI �� O • r
IIGN SPEC BY RFLPR] PI. �•� �`� BC LL
I R653 GRADE 40/60 LY K ••
I-ERVISE LOCRTEO ON THIS • o, F L O�•- �, TOT . L
n AV ril RNw 1 RF PFR ••.- ••• �►�
RIGHT JIG = 5'0-12
SEO — 11232
8.07.00.1218.BEALE =0.7500
20.OpsF REF
15.OPSF DATE 08-08-2009
10.OPS DRWG
10.OPsF
55.0 sF O/R LEN. 10
'01,`�� DUR.FRC. 1.25 JOB #: B0191
list%1�� SPACING 24.0" TYPE VAL
'JUL). LOU101J II U II / I-IUII TSL1I.1-UtNb tiL.0 ie / HJb
Top chord 2x4 SP #2 Dense
Bot chord 20 SP #2
In lieu of rigid oelling use purlins to brace BC 6 24" OC.
Hlpjook supports 5-8-8 setbook jacks with no webs.
DeFlectlon meets L/360 live and L/240 total load.
RII wind load oases on this truss have a 1.33 duration Factor.
132#
co
N
(Y) -
T
4 i3
10'10'12
THIS DWG. PREPARED FROM COMPUTER INPUT CLOADS E, DIHENSIONSISUBMITTED BY TRUSS MFR.
Trusses or components oonneoting to this girder hove been modlFled by the truss
designer. The loading For thls girder requires verlFlootlon For accuracy.
140 mph wind, 15.00 , Ft mean hqqt, RSCE 7-05, CLOSED bldG,' Looated onyWhere In
rooF, CRT II EXP Cwind TC oL-5.0 psF, wind BC DL-5.0 psF. Iw-1.00
Gcpl c•/-)-O.Ie
Wind reactions based on MWFRS pressures.
Handling stresses not considered For plates. Handling of this trues requires
special care by truss manuFooturer and Installation contractor .to prevent plate
damage.
R=324#. U=236#
I I
cfl
f
N
U)
6# NAILED
NAILED
0 �ttur�uq��i
LEFT RAKE - 3' ,�•WAR:Fi9
LEFT JIG 8'8"3 o� �1•.•NSE' '••.• ��®� RIGHT JIG = 11'0"3
TAG
TYP. VRVE DESIGN GRIT-FBC2007COMMI-2002 FT/U-20XM"/Iom) OTY= 10 TOTRL= �� �:•G� gy �� REV. 8.07.00. 121B. fi�RLE=015000
111411WARNIN0611 TRUSSES REQUIRE EXTREME CARE IN FABRICATING HRNDLING SHIPPINGBY,,INST w • TC LL 2 0.0 p s f REF
BRACING. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION)PUALISHEO TPI L � r
INSTITUTE 218 NORTH LEE STR. SUITE 312, RLEXRNORIR VA. 223143 AND YTCR [WOOD TR I r
OF RMERICi� G300 ENTERPRISE LN MADISON WI. 537187 FOR SAFETY PRACTICES PRIOR,TO N • W TC DL 15. 0 Sf DATE 06-OB-2009
ROOF THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY RTTACHW • Z P
TRUSSES PAN�l� g gQTTOM CHORD SHALL HAVE R PROPERLf ATTACHED RIGID CEILING. r • ® •
■ONCI TRNT;� FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ITv BCG 11�� S►�L �� ` BC DL 1 0 . 0 p S f DRWG
BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRi . Irrt
HALF MILE CONFORMANCE WITH TPI: OR FABRICATING HRNOLING, SHIPPING INSTALLING L BRACING OF %! P BC LL 1 0 • 0 p S f
INDUSTRIES LLC. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NRTIQh'1RL DESIGN SPEC BY RFLPRB PI. • \ t_
ITY BCG CONNECTOR PLATES ARE MADE OF 20/18/16GR (W,WSS/MB ARM A653 GR�iDE Wad (W, • P • V ,�.
GRLV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THI ! F`Q•••• TOT.L❑. 55. D sf O/A LEN. 80013
HALL POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER //�� • .••••••
PANELS OF TPI 1-2002 SEC. 3. R SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONRL ENGI NC/ ����
tt,OUR.
RESPONSIBILITY SOLELY
TISTHRSMSIBLONEBUTSUITABILITY AND UOF 1.25 JOB #' B0191
COMPONENTFOR BUILDING THEEPOIITYFT(BUILDINGDDESNER.PRNSI/TPI
SEC.
I/
SPACING 24.0" TYPE .HIP_JRCK
TOENAIL DETAIL
WNAR2 TO HE DRIVEN AT AN ANGIZ OF APPROX1 IMLY THE NUMBER OF TOE-$= TO BE USED. IN A. SPECIFIC
THIY DZGREES WITH THE PIECE AND STARTED APPItN IS DEPENDET0A1Y UPON PROPERTIES.FOR 'THE CHORD
ONE-THIRD THE LENGTH OP THE NAIL FROM. THE END OF THE SIZE. LMIBER SPECIES- AND NAIL TYPE. PROPER CONSTRUCTION
MEMBER.. PRACZiCEB AS IIIEI.L R GOOD. JUDGT±w= SHOULD DETERMINE
TH6 NULIBSR •OF NAILS TO BE USED.
PER ANSI AF&PA NDSk-4997 SECTION 1-2.41 — .I£DGE DISTANCE THIS pIS LAYS A TOL_NAIISSD CONNECTION FOR "JACK
END DNST CL, SPACING: "EDGE'DISTANCES' END DISTANCES AID O SPACINGS FOR NAILS: -AND 5PII{ES SHALL .H� SUFFICIENT TO FRAK NG INTA SINGS 09 DOUBLE PLY SUPPORTING GIRDER.
PREVENT SPLITTING OF ME WOOD.'
MA]tIMiJM; LATERAL RESISTANCE OF 16d 0.162'7CS.5COMMON TOE—NAIW
NUMBER OF
TOE, -NAILS
SOUTBW . PINE
DOUGLA9 Fit:-LARGOI
. MM-FIR -
SMUCE PINE Flit
I PLY
.S. PNMS
1 PLY
2 PIIE3
1 PLY
E PLIES
1 PLY
2 PLIES
-2
197#
' :258#
.1911
294#
!b9# ..
203#
154#
199#
3
298#` •
• 888#
211#--
- 4 -
8
ATt. tfLt Tina
894# - -
493#
Isaw in
-- -61.
699#
IRnwmi
001#
•ra
488#
5.86#
814
990#
408#
fi07
907#
844#
097#
496#
t) PLY
XPER
rnvraunaay arvauAavly Vd LUAU FACTOR.
o.---- —--- ---------�
OA
• 30•-80•
3d
OPTIONAL
-(2) PLY
GIRDER
7-JACK ALTERNATM
commoN
THIS
DRkWMG T"LACESA DRAWING 784040
�GENgF ?C IL
�9
543
No.95
PSF REF
TOE -NAIL
DL
'k *_
PSF DATE
11/15105
IF DL
PSF DRWO
CNMNAUS99
LL
PSF • -E NG
SJP/KAR
'p
SOT.' LT). ,
PSF
a�u NA�� -DUR. PAC. 1.00
4D A rgwn
CORNER ,BACK NAILING DETAIL rev=
TYPICAL FLAT BEVEL JACK (BJ_) TYPICAL CORNER JACK (CJ_)
ASSUMPTIONS:
lumber= S$P 2x4 or 2xb
attachment= 3"x 0.131" .(10d) GUN 'NAILS WITH 1.31" OF NAIL INTO CHORD OF HIP GIRDER AND/OR SCAB.
NOTE: NOS a NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION.
132.5# per NAIL (D.O.L. FACTOR = 1125) NDS TOE NAILS ONLY HAVE 0.83 OF LATERAL RESISTANCE VALUE.
CONDITION TYPE and ALLOWABLE REACTION PER JOINT
A)
UP TO 265 # ROW (1) ONLY REO.
=(2)
NAILS TOTAL.
— NO SCAB REQUIRED.
B)
UP TO 394 # ROW (1) ONLY REQ.
=(3)
NAILS TOTAL.
— NO SCAB REQUIRED.
C)
UP TO 788 # ROW (1) (2) REQ.
=(6)
NAILS TOTAL.
— 1 FT SCAB REQ. ON GIRDER CHORD.
(connect scab to chord W/(4)10d gun nails)
D)
UP TO 1182 # ROW (1), (2) &
(3)
REQ.
=(9) NAILS TOTAL. — 2 FT SCAB REQ. ON GIRDER CHORD:
(connect scab to chord W/(8)10d gun nails)
ADDITIONAL 1 FT SCAB REQ. ON 2 FT SCAB.
(connect 1
FT scab to 2 FT scab P/ (4) 10d gun nails)
I
TYPICAL CORNER SET LAYOUT
N.T.S. 11
N (see note above)
SCAB'S END SHOULD BE ANGLED AND/
OR BEVELED CUT FOR TIGHT FIT.
w'
N0.54395
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SSMTO
ANCHORAGE AND RESTRAINT -OF LATERAL BRACING
TINS IS A DANGEROUS COMMON
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FIG. I
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lo P" THIS:
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.LATERAL BRACMG (CM -CM). vM MANCHORAGEANCHORAGEIS-IW'AVAUJM X8 MW MR PM. 2 7HR DIAGONALDIAGONALMACK MMMM (VBR -00) MMERS AM MMS.
TM mm or 1rIQCIi ARE AT MCHM TO 70P & 26MM
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No.54395
'k * .
a
WEB T-BRACING RECOMMENDATIONS
. e
--=10d GUN NAILS
TYPICAL T-BRACING
L-BRACE T-BRACE
WEB WEB
L—BRACE SECTION T—BRI
CE
y N0.84388
,,,,,
L. % -
1) T-BRACING TO BE USED WHEN CO &US LATERAL BRACING IS IMPRACTICAL.
T-BRACE MUST COVER SPY. OF WEB LENGTH.
2) L-BRACE CONFIGURATION MAY BE USED IN LIEU OF T-BRACE.
3) MATERIAL SHALL BE SPF I OR SYP GRADED LUMBER.
,
it —BRACING SIZE TABLE
(PEA SPEMIMI 'MMUM MOWS OF IA VM BAA M IN UM ENQNt}7M)
ONE -PLY TRUSS TWO-PLY TRUSS
WEB SIZE
1 -ROW i
2 ROWS
1 ROW
2 ROWS
2x3
1x4
2x4
2x4
2x4
2x4
tx4
2x4
2x4
2x44
2x6
1x6
2x6
2x6
2x6
2x8
2x8
2x8
2x8
2x8
Stephen Wayne Warter
FLORIDA REGISTERED ENGINEER
LICENSE # PE 54395
.f
i
I
WEB LATERAL, BRACING RECOMMENDATIONS
DIAGONAL BRACING (X—BRACING)
(SEE MAX. WEB FORCE CHART)
LATERAL BRACING
WPEJ LATERAL BRACING MATERIALS
• I
A 1 x4 #2 STD. CONST. (SPF. DF. HF, OR SYP)
B 20 #3 STD. CONST. (SPF, OF, HF, OR SYP)
C 2x4 #3 STD. CONST. (SPF. DF, HF, OR SYP)
D 2x6 #3 STD. CONST. (SPF, OF, HF, OR SYP)
i
1Od GUN NAILS
(SEE NOTES 4
AND 5)
TRUSS WEB
MEMBERS
Q9BRACING
GENERAL NOTES:
1) THE DIACONAL BRACING (X— BRACING) TRANSFER THE CUMULATIVE LATERAL
BRACE FORCES INTO THE ROOF AND/OR CEILING DIAPHRAGM. NO AcomoNAL
LATERAL, FORCE HAS BEEN ADDED FOR WIND.
2) THESE DIAPHRAGM CALCULATIONS ARE BASED ON THE LATERAL BRACE.
CARRYING 2% OF THE WEB FORCE
3) DIACONAL BRACING MATERIAL MUST BE THE SAME SIZE AND GRADE (OR BETTER)
AS THE LATERAL BRACING MATERIAL AND SHALL BE NAILED AT EACH END AND
EACH INTERMEDIATE TRUSS WITH (2) 10d GUN NAILS (131 10d GUN NAILS FOR
2x6 DIAGONALS).
4) coNNELT LATERAL BRACE To EACH TRUSS WITH (2) 10d GUN NAILS (131 10d
GUN NAILS FOR 2a6 LATERAL BRACES).
5) THE 10d NAILS SPECIFIED SHOULD BE 3.0- LONG AND .131- IN DIAMETER.
6) LATERAL BRACING SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST
ONE TRUSS SPACE FOR CONTINUITY.
7) FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF TRUSS
BRACING, REFER TO HI9-91 SUMMARY SHEET.
e) SEE SEPARATE TRUSS ENGINEERING FOR WEB FORCES.
MAilMtM WEB FORCE (LB&L
24" ON CENTER
48" ON CENTER
72" ON CENTER
X—BRACE
LATERAL
BRACING MATERIAL
TYPE
LATERAL
BRACING MATERIAL
TYPE
LAT. BRAC. MAT. TYPE
BAY SIZE
A
B
C
D
A
B
C
D
C
D
10'-0"
4600 *
4600 *
4600 *
6900 *
1344
4600 *
4600 *
6900 *
4034
6382
12'-0"
3942 *
3942 *
3942 *
'5914 *
1344
3942 *
3942 *
5914 *
3942 *
5914 *
14'-0"
3450 *
3450 *
3450 *
15175.*
1344
3450 *
3450 *
5175 *
3450 *
5175 *
16'-0"
3066 *
3066 *
3066 *
14600 '
1344
3066 *
3066 *
4600 *
3066 *
4600 *
18'-0"
2760 *
1 2760 *
2760 *
[4140 *
1344
12760 *
2760 *
1 4140 *
2760 *
4140 *
0"
2509 * 1
2509 *
2509 *
113763 *
1344 12509
* 1
2509 *
1 3763 *
2509 *
3763 *
*CONTROLLED
BY CONNECTION
*MAX. FORCES FROM MITEK DETAIL # LB-001-080193
p,o�N
ENS�'�J►
y No.54395 9
A pF
u „NAV„�"+"
o�
t,
INSTALLATION • Use all specified fasteners. See General Notes. I
• Nails must be driven at an angle through the joist or truss into
the header to achieve the table loads.
• Not designed for welded or nailer applications.
OPTIONS: • LUS and MUS hangers cannot be modified.
• HUS hangers available with the header flanges tumed.in for
2-2x (31/s') and 4x only, with no load reduction. See HUSCI
Concealed Flange Illustration.
• Concealed flanges are not available for HGUS and HHUS.
• See Hanger Options, pages 181-183, for sloped and/or
skewed HHUS models.
• Other sizes available; consult your Simpson Strong -Tie representative.
CODES: See page 12 for Code Reference Key Chart.
These products are available with additional corrosion protection.
- Additional products on this page may also be available with this optil n,
check with Simpson Strong -Tie for datalls.
I
ylodel ,
No.. <
:-
Min:
: ,
::fleet _
tfalpht
.:
-Ga
..
;:Olmen:Ions'
•:
:--Fasteners `
.;.W _
..
. 'N' ;8::
Cafthip
Membe'
:,Carried.
-Member
SINGLE
2x SIZES
WS24
2%
18
194e
3%
1%
4-10d
2-10d
LUS26
4Ys
1%s
4%
1%
4-10d
4-10d
MUS26 .
41A6 .
18
-"s
S4e.
2`
::610d A
=610d .
HUS26::
'. ,44fe .
46
_11A'
56A '
:: 3 ` .
1416d :
616d
HGUS26
494e
112
1%
5%
5
20-16d
8-16d
WS28
4%
18
14Se
6%
1%
6-10d
4-10d
MU828 ..
"6§4e .
18
1%
WHO
'2—
tf 10d
8-10d
HUS28-'
'W.7WT
16-
J.
7
.3
12-16d
: 816d .
HGUS28
6%
12
1%
7%
5
3616d
12-16d
LUS210
4A
18
1%)
7114e
1%
8-10d
4-10d
HUS210
845
16
1%j
e
1 3
30-16d
10-16d
A
E
1. See table
on page
119for
allowable
loads. i
i
FA
qDouble
:: _ Shear
�` Nailing
Top View
I`�iiYtsiis♦1
i_
..
2�
HUS210
(HUS26, HUS28,
and HHUS similar)
rf:t''a
HUSC
Concealed
Flanges
(not available
for HHUS,
HGUS and
i HUS2x)
Typical HUS26 with
Reduced Heel Height
Double Shear i
Nailing
Side View `
Do not
- -bend tab ---.. --- - —
REDUCED HEEL HEIGHT
ALLOWABLE
LOADS -
OF13P (Sea,
Illustration eeorel
'
Aedueed
No. of
r.:.
I. 2xB Carrying Member .. ,
xs8 Canylnp Member. .
Model.
No... •
Heel
Carrying
Member'
.Joist
:Neils
"'Face;.
:Nail: ;
Oplitt
.Floor Snow. Aorit Wind.
Floor 'snow .8001 Wind
�80)'
(10D)
*(115)
{125)'
(160
(100)
(11$)
(126)
(160)
,;
tfeight
plyi
:. •
3-10d
4-10d
875
700
805
875
1000
700
805
875
1000
LUS26
3%1
2
3-10d
4 10d
875
775
890
970
1235
775
890
970
1235
1
440d
6-10d •
:725 '
1000
1150
:1250
1390 `
1000
1150'
12.50
1390
MUS26
31�
2
410d
6-10d
725
'1110
1280
1390
'1420'
1110
1280
1390 `
1420
4-10d
14-10d
865
1760
1950
1950
1950
1500
1725
1880
1950
1
4-16d
1416d
1035
1980
2155
2155
2155
1500
1725
1880
2155
HUS26
31�
4-10d
I 14-10d
865
1950
1950
1950
1950
1950
1950
1950
1950
2
4-16d
I 14-16d
1035
2425
2695
2695
2695
2425
2695
2695
2695
6=10d
20-10d
:1510
2350
2350
2350
2350
2350•
2350
2350
2350
HGUS26
394e
2
6-16d
20 16d
1745
2830
2830
2830
`2830.
2830
.2830
2830
2830
1
3-10d
6-10d
875
7,,00
805
875
1000
-900
1035
1125
1245
LUS2�
4.
2
3-10d
6-10d
875
Z75
890
970
1235
7 1010
1160
1260
1480
1
4-10d
B10d.
775
1000
1150
1250
1390
1200
1300
1300
1300
MUS28
3Yz
2
4-10d
8-10d
775
1110
1280
1390
1420
1345
1550
.1685
1690
4-10d
22-10d
835
1760
1950
1950
1950
1980
1980
1980
1980
1
4-16d
22-16d
1000
1980
2155
2155
2155
2810
2980
2980
2980
HUS28
31§
4-10d
22-10d
835
1950
1950
1950
1950
2475
2475
2475
2475
2
4-16d
22-16d
1000
2425
2695
2695
2695
3210
3270
3310
3450
64nd
36-10d
13 55
2350
2350
2350
2350
3105
3105
3105
3105
HGUS28
3%
2
fi-ifid
36-16d
" ,
2830
mu
2830
2830
3740
3740
.3740
3740
Dome Double Shear
Nailing Side View
(available on
some models)
U.S. Patent 5,603,580 _
1. Allowable loads shown consider ANSI/
TPI 1-2007 member design criteda.
2. For allowable loads on 2x10 girder
bottom chords, multiple ply hangers
and on SPFIHF header wood species,
refer to technical bulletin T REDHEEL
(see page 191 for details).
3. HGUS, HHUS and HGUO hangers
Installed with the joist fastener
quantities shown above are recom-
mended for installation on minimum
2-ply 2x girder bottom chords. See
technical bulletin T FiEDHEEL for
HHUS and HGUO allowable loads
(see page 191 for details).
4. Allowable loads are based on the
lowest joist fastener holes filled. .
For the LUS,.fill the two lowest joist
fasteners holes on the right side of
the hanger and the single lowest
joist fastener hole on the left side
of the hanger.
5. Wind (160) is a download rating.
6. MULS: IN = 0.162' dia.x 3W long,
166236 = 0.162' dia.x 21& long,
10d = 0.148' dia x 3' long,
10dxl,A = 0.148' dia.x 1 W long,
See page 16-17 for other nail sizes
and Information.
These products are available with additional corrosion protection. Addittona►prooucrs un
�- this page may also be available with this option, check with Simpson Strong -Tie for details SPF/HF Allowable Loads
st
>. DF Allowable loads SP Allowable Loads Code
Model
No: Floor— j15(180). (160). (100}_ (115) . (12S) (160)(180} ..... Ref.
(100) .(115
( SINGLE2xSIZES
~ 17, L3, F6
LUS24 490 640
735 800 850 490 690 795 865 f)20 465 540 625 675 730
l; LUS26 1115 830 955 1640 1740 �1090 1425 1640 1780 1740 915 1100 65 8380 1465 17,F6
MUS26 1090 1310 1505
r " HUS26; ,:155Q?' .2565: 295.0.• 3205 .3335. 11550 2795 3200 3325 3335. 1335 2210. 2490 254.0 2580
HGU826 1'1755 . 3759 ..37513, 3750 . 3750 i1765 1140 1310 1425 1520 935 890 1025` .' 1115 1185. F23
LU828:: ` .11.15.: 1055 12% 1320: 1 - 1405 ` ' I jj65 ,
17, L3, F6
MUS28 1555 1750 2010 3775 3840 2000 3380 3505 3585 3655 1720 2580 2680 2745 2600 17,F6
_-x HUS28 2000 3585 3700
HGUS28 3015 5720 5720 5720M1 'y1720 I1165 . :1380 ..1590.: ;1725. 1840 935 1085: 1245;: 1355 1445 F2,
- 17, L3 F6
4 L11S210: ',1115:; .1275:, ,..1470 1595, _ -.. ,,,,r•: 2ann.'. 39s5. 2780' 2745 2870 `:.2955 - 3025:
�'��'HUS210�•�300Q" f ` 3775••°I 3ye1r. l tiucu:::�: Y,vw:� � ,....,
Note: For dimensions and fastener Information, see table on page 118.
I
Dimensions .' Fasteners:-
Mbdoh Hail' Qi� ` : Carrylnp Conrled U
No: Height V.: H ® Member Member , .1
4-16d
646d
.." DF75�Auowar
Olin':: ;._flooe_•:, anuw
tied} ;ilofi.1i 4115)
DOUBLE 21 SIZES
1165' low,:4t50
155ii `.'' 2580- ',051
2325 ; s;:'3940'<` =`'.. 2•
1165 1265 145!
ono- - ... 1
. 1.-• •-
. •
• -- -
i1UPLE 2x SIZES
4'35a
12
4144e 4Ye
4
20-16d
846d
2325 3940 4535
30 '
6'je
12
4'4Se 715
4
36-16d
12-16d
3220 6805:
8+3Se:
.10q.4?4tie
9'Yis
.4
48-i6d'
16-16tl " j 36 0 :678
10%
12
4'4te 101'e
4
56-16d
20-16d
4055 9155 9155
12%
12
4'94a 1216
4
6616d
2216d
5380 10015 10015
QUADRUPLE 2x SIZES
SPFiHF A
wind. Uplift? . Floor:.
.(180)": .(100)
4855 5180 2000
7925 7925 J 2705
1040 1995 3410
7925 2705 5890
8940' 3050 � 7510
9155 3405 7690
10015 4520 8415
e Loads
Code:
Roof; wind' Ref:..
W145017,
17, IL12, L1, F6
. 17, F6
ILA F23
17, Lt, FB17, F6 IL14,F23
J � �:19I7,L1, F6
: jd
E
7, F6- 4,F23
4260 4535
6655 6655
7510:. 7510• F23
7690 7690
S415 8415
HGUS28-4
7Ys .
• 12
6?i5e
7H+
4.
36-16d
1216d
' 3220
.:¢eoe;,
►vau:` :.3��� "`"
F23HGUS212-4
HGUS210-4
9Y.
12
6'14a
91t±
4
3630
158; ':8155 . 9 55= '<9956*
�94
7690.- 7690 . 7690•
7890
10%..
12
6'Y4e
tOYzHGUS214-4.,
56r16d.
20-16d
: 4056'
• 538Q:
_
10015.;:10015 .:.100j5':`1001A.
8415. 8415 8415
. 8.415.
12%..12
6?Yo
1215
.4
66•i6d2216d
4x SIZES 17,
LUS46 4% 18 3�ie
44'+ 2
4-166
4930
5240
1995 3410 3920
4260 4535 IL141F23
HGUS46
4�le
12 3%
4fia 4
20-1
8-16d
2325 3940
4535
2965 3225
3440
1550
2210
2710 2960 17,
HHUS46
43Se
14 3%
?��5 3
14-16d
6-16d
1550 2580
1265.'•1955; ]585,•
.;1690::�
1050
1115, 1050. •1210
1315 ,145 ..
I7.11- F6
LUS4B'•':
4�5.•
18. 395e
-
6�L 2-
"7 2
.616d."
6-16d
.4-16d.
6-16d
.::1185<,
:
M1
4095 4355 I7, F6
HUS48
61b
14 9As
14 3 A
I U3 3
22-16d
816d
2050! . 3885,:
0
.4465 4656''
5160
2000 3275 . 3765
5890 ' 6655
6655 6655 IL14, F23
HHUS48
6Ye
12 3%
7>tie 1 4
1 3616d
12-16d
- 3224. . 6805`.
" 7830` .7925`..
7925.
2705
1717,F66
HGUS48•
6itie
LUS410
6%
18 39ia
8�1 2
8-166dd
5900 59 0
5900
2795 4385 5040
5075 5075
HHUS410
S%
14 3%
9 3
301
10 6d
3430 5190
IL1F232
HGLINO
834e
12' 3%
9 4
46-16d
' 4055: 9155 :
9i55 9155'
.9155:
3405 7690 7690
7690 7690
HGUS412.
' 1034o
12 3%
10%e 4
5
20-16d
10015' �0015'
':100.5
4520 7890 8185 •
8380 838,
HGUS414
11'fie
12 3%
1e 4
66-16d'
2
or allowable loads that
ddes(gn
rth015
nouctioner
1. Uplift loads have been Increased 60% for windor searthquake cantilfu
everwith
criteria (see (see page 191 for defaiis)nsider
ANSI/TPi1S-2007 wooPF d memberSP
I
no
Increase allowed. For normal loading applicationsLoads
Connector Selector software or conservatively
minimum
the header and 6d commons into the Joimember.
5. st with
refer to Simpson Strong -Ties'
divide the uplift load by 1.6.
members use 16dx2'fe nails
With single 2x carrying members, use 1061'fi nails Into the header
2. Wind (160) is a download rating,
is to achieve full table loads. For less than
load reduction.
and 10d commons Into the Joist, and reduce the load to 0.64 of the table value..
16-17 for other nail sizes and Information.
3. Minimum heel height shown required
Loads with Reduced Heel Height on page 118.
6. NAILS:16d = 0.162' dia. x 31W long. See page
minimum heel height, see Allowable
tension may limit
allowable loads. Refer to technical bulletins
A T-. whn1e3 11� _„ratn