Plans (3) i
Alpine, an ITW Company
8351 Rovana Circle Sacramento,CA 95828 (916)387-0116
Page 1 of 1 Document ID:1 VM37175Z 1101155432
Truss Fabricator: Truss Components of Oregon
.rob Identification: R_0415107 �Qtip PRpFF
Model Code: IRC
Truss Criteria: I RC2012/TP I-2007(STD) Cs� F
14659
Engineering Software: A I p i ne proprietary truss ana 1 ys i s softrwre. Vers i ons 15.02, 15.01. 9
Truss Design Loads: Roof - 42 PSF 0 1.1S Duration
Floor - N/A
■ind - 120 NPN (ASCE 7-10-Closed)
Notes: ANI w.G�PQQ
1. Determination as to the suitability of these truss components for the EXP.12-31-15
structure is the responsibility of the building designer/engineer of
record, as defined in ANSI/TPI 1.
2. As shorn on attached drawings; the drawing number is preceded by: CAUSR7175
Details: 12030EC1-GBLLETIN-GABRSTIO-BRCLBSUB-
Submitted by CSC 15:54:21 12-01-2015 Reviewer: PBC
SS
8 Ref Description Drawing# Date
1 85883--PW� / BGE 15335148 12/01/15
2 88002--PBG / B 15335150 12/01/15
3 86003--B 15335149 12/01/15
THIS DING PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR.
(R_0415107 - B)
Repair for changing the spacing from 24.0" o.c. to 26.0" o.c. (S)Add 2X4 x 14-0-0 HF #1&bet. or better scab(s) to be attached
to one face of truss with 2 rows of 10d (0.128"X3.00")
REPAIR PROCEDURE nails at 6" O.C.
------------------------------------------------------------
> Shore truss to restore to pre-loaded condition. (a) Continuous lateral restraint, equally spaced on member.
> Add plywood gussets as specified.
> Add scab(s) as specified. Edge distance, end distance and spacing for fasteners shall be
> Remove shoring. sufficient to prevent splitting of the wood and meet requirements
of ANSI/AF&PA NDS-2012.
NOTE: This truss has one truss spaced 24" from one face and 28"
from the opposite face. (Equal to spacing of 26" o.c.) See drawing CAUSR7175 15278002 for lumber, plates, and other
data not shown here.
(P)1/2" Plywood OR 7/16" OSB gussets; APA rated 24/16 sheathing,
EXP.1, culled of surface defects if smaller than 24" square. After completion of repairs, trusses must be inspected by
Nail one gusset to each face of truss, through all chord and the truss manufacturer or local building department to
web members, with 2 rows of 6d (.113"X2.00") nails spaced at assure compliance with ITWBCG designs and specifications.
2" O.C. and stagger rows to prevent splits. Circles indicate
minimum quantity of nails each face.
5
5 r
(S)
11-3-8
(a) (a)
(P)18"X18" trim
4-10-10 g
0-8-0
6
IW T 18-1-4
6
0-1-6 1-6-0
7-8-15 7-7-9 6-4-8 6-2-13 6-6-3
7-8-15 7-7-9 8-6-0 8-6-0 8-6-0
15-4-8 I 25-6-0 _I
40-10-8 Over 2 Supports �I
R=1894 U=76 R=2022 U=77 W=5.5"
RL=117/-164
Design Crit: IRC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4(0 15.02.00.0 QTY:D OR/-/1/-/-/R/- Scale =.1875"/Ft.
Truss ConnentsofOregon (503)357-2118 TRUSS REPAIR .�� F TC LL 25.0 PSF REF R7175- 86002
825 N 4t6 Ave,Cornelius OR 97113 �S
Da1MGE0 TRUSSES MUST BE CAREFULLY EVALUATED TO DETERMINE THE EXTENT OF DAMAGE �d 14659
�'9 TC DL 10.0 PSF DATE 12/01/15
AND THE FEASIBILITY OF REPAIR. IN SOIE CASES THE PRUDENT SOLUTION IS TO SCRAP
THE DAMAGED TRUSSES AND REBUILD. INTERNAL ROOD FIBER DAMAGE AND EXCESSIVE r BC DL 7.0 PSF DRW CAUSR7175 153
CONNECTOR STRESS FROM BENDING DR SHOCK CANNOT BE READILY DETECTED, THEREFORE,
O IT IS VITAL THAT THE TRUSS FABRICATOR AND BUILDING CONTRACTOR CONSIDER THE BC LL 0.0 PSF CA-ENG PBC/
CAUSE OF THE DAMAGE IN THEIR DECISION WHETHER TO REPAIR OR REBUILD.
WN
AN ITW COMMNY REPAIR WORK SHOON THIS DRAWING APPLIES ONLY TO THOSE SECTIONS OF THE TRUSS UF
7.1(,�9 L\Iv TOT.LD. 42.0 PSF SEQN- 4
On
REPORTED BY THE TRUSS MANUFACTURER TO HAVE BEEN DAMAGED. A QUALIFIED THIRD PARTY 7/V, GHpQQV DUR.FAC. 1.15 FROM BB
8351 RCock AN
INSPECTOR SHALL CHECK TRUSSES TO DETERMINE THE EXTENT OF Y FURTHER DAMAGE, IF ANY,
seclalmla,CA 95828
AND VERIFY THAT REPAIRS HAVE BEEN PERFOAED AS INDICATED ON THIS DRAWING. SPAC I NG 26.0" J REF- '
(R_0415107 — BGE) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR.
Top chord 2x4 HF #2 120 mph wind, 23.77 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC
Webs 2x3 HF #2 DL=4.2 psf.
:W1 2x4 DF-L Standard + DF-L Stud: :11119, M10, M11, M15, M16, M17 2x4 DF-L
#2: :111112, M13, M14 2x4 HF #2: Wind loads and reactions based on MWFRS with additional C&C member
:Rt Slider 2x4 HF Standard + HF Stud: BLOCK LENGTH = 1.500' design.
Left end vertical not exposed to wind pressure. (a) Continuous lateral restraint, equally spaced on member.
See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Bottom chord checked for 10.00 psf non-concurrent bottom chord live
bracing requirements. load applied per IRC-12 section 301.5.
In lieu of structural panels use purlins to brace TC f 24" OC. Truss designed for unbalanced snow load based on Pg=25.00 psf,
Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf.
Trusses to be spaced at 28.0" OC maximum.
Truss designed to support 1-0-0 top chord outlookers and 5.00 PSF
Deflection meets L/360 live and L/240 total load. Creep increase factor cladding on one face, and 24.0" span on opposite face. Top chord
for dead load is 1.50. may be notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT
5X5= OVERCUT. No knots or other lumber defects allowed within 12" of
notches. Do not notch in overhang or heel panel.
5
5 r-
3X7
11 12 13 14 15
M9 10 (a (a (a (a (a (a 7 11-3-8
(a (a (a (a
4-10-10 3X5
W1 0-811-0
Ili �J iii31 18-1-4
5X5= 3X7= 3X7(E5) HI
IE 12-10-8 311-1E 14-0-0 ��E 14-0-0 1-6-
40-10-8 —1
I_ 15-4-8 J— 25-6-0 J
LIE 40-10-8 Over 3 Supports
R=156 PLF U=9 PLF W=12-10-8 R=126 PLF 1.11=6 PLF W=14-0-0
RL=10/-14 PLF R=146 PLF W=14-0-0
Note: All Plates Are 1.5X4 Except As Shown.
Design Crit: IRC2012/TPI-2007(STD)
PLT TmTYppooPnn. Wave (( )) FT/RT=2%(0%)/4(0) 15.02.00.0 QTY:O OR/-/1/-/-/R/- Scale =.1875"/Ft.
Truss
N4�Aeve Com�usOR59li1137. 118 TRUSS REPAIR �,��� E TC LL 25.0 PSF REF R7175- 85893
DAMAGED TRUSSES MUST BE CAREFULLY EVALUATED TO DETERMINE THE EXTENT OF DAMAGE TC DL 10.0 PSF DATE 12/01/15
AND THE FEASIBILITY OF REPAIR. IN SOME CASES THE PRUDENT SOLUTION IS TO SCRAP 14659
'9
THE DAMAGED TRUSSES AND REBUILD. INTERNAL WOOD FIBER DAMAGE AND EXCESSIVE BC DL 7.0 PSF DRW CAUSR7175 15335148
LP�
CONNECTOR STRESS FROM BENDING OR SHOCK CANNOT BE READILY DETECTED.THEREFORE,
d O IT IS VITAL THAT THE TRUSS FABRICATOR AND BUILDING CONTRACTOR CONSIDER THE BC LL 0.0 PSF CA-ENG PBC/CWC
CAUSE OF THE DAMAGE IN THEIR DECISION WHETHER TO REPAIR OR REBUILD.
AN ITwCOMPANY v TOT.LD. 42.0 PSF SEQN- 4011
REPAIR WORN SHOWN ON THIS DRAWING APPLIES ONLY TO THOSE SECTIONS OF THE TRUSS 19�n fC,]'�A09�A�/ OUR.FAC. 1.15 FROM BB
REPORTED BY THE TRUSS UNIMACTURER TO HAVE BEEN DAMAGED. A QUALIFIED THIRD PARTY V du
8351 Rovow Circle
INSPECTOR SHALL CHECK TRUSSES TO DETERMINE THE EXTENT OF ANY FURTHER DAMAGE, IF NAY, W
�'•PI TW.CNA $PACING 28.0" JREF- 1VM37175Z11
Seentoenlo,CA 95828 AND VERIFY THAT REPAIRS HAVE BEEN PERFORMED AS INDICATED ON THIS DRAWING. FXP 49 qq q9
( R_0415107 — B ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR.
Specification for field condition (a) Continuous lateral restraint equally spaced on member.
***** FIELD CONDITION ***** See drawing CAUSR7175 15278002 for lumber, plates, and other
<This truss may be notched as shown> data not shown here.
NOTE: This truss is spaced 4" from the gable truss (BGE) and 24" After field modifications, trusses must be inspected by
from the opposite face (B). The B truss will take the load the truss manufacturer or local building department to
from the gable truss. The notched B truss will not support assure compliance with ITWBCG designs and specifications.
any load.
-0-0
4-0-0
notched 48" o.c.
— 5
5 r notched 48" o.c.
11-3-8
(a) (a)
4-10-10
0-8-0
1771 18-1-4
0-1-6 1-6-0
E 7-8-15 + 7-7-9 �l E 6-4-8 6-4-8 I_ 6-2-13 _I_ 6-6-3 �JJ
7-8-15 7-7-9 f 8-6-0 l 8-6-0 T 8-6-0 1
15-4-8 _I_ 25-6-0 _I
fE 40-10-8 Over 2 Supports —�
R=1749 U=70 R=1867 U=71 W=5.5"
RL=108/-151
Note: All Plates Are 1.5X4 Except As Shown.
Design Crit: IRC2012/TPI-2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01 .01 .0 QTY: OR/-/1/-/-/R/- Scale =.1875"/Ft.
Truss ConignentsofOregon (503357- 118 TRUSS REPAIR �� !� TC LL 25.0 PSF REF R7175- 86003
825 N 4tll Ave,Comehus OR 97 13 S'�
DAMAGED TRUSSES MUST BE CAREFULLY EVALUATED TO DETERMINE THE EXTENT OF DAMAGE C7 F TC DL 10.0 PSF DATE 12/01/15
AND THE FEASIBILITY OF REPAIR. IN SOME CASES THE PRUDENT SOLUTION IS TO SCRAP 14 6 59
THE DAMAGED TRUSSES AND REBUILD. INTERNA.WOOD FIBER DAMAGE AND EXCESSIVE BC DL 7.0 PSF DRW CAUSR7175 15335149
^ CONNECTOR STRESS FROM BENDING DR SHOCK CANNOT BE READILY DETECTED. THEREFORE,
a o��� III��� IT IS VITA.THAT THE TRUSS FABRICATOR AND BUILDING CONTRACTOR CONSIDER THE BC LL 0.0 PSF CA-ENG PBC/CWC
CASE OF THE DAMAGE IN THEIR DECISION WHETHER TO REPAIR OR REBUILD.
AN ITW COMPANY v TOT.LO. 42.0 PSF SEQN- 100418
REPAIR WORK SHOWN ON THIS DRAWING APPLIES ONLY TO THOSE SECTIONS OF THE TRUSS9��,r FC 7, 1
AN9�pQQi�. DUR.FAC. 1.15 FROM BB
REPORTED BY THE TRUSS MANUFACTURER TO HAVE BEEN DAMAGED. A QUALIFIED THIRD PARTY V u �(
8351 Rovarm Circle INSPECTOR SHALL CHECK TRUSSES TO DETERMINE THE EXTENT OF ANY FURTHER DAMAGE, IF ANY, �'�NW G� SPACING 24.0" JREF- 1VIN37175Z11
SMCrMNNMDto,CA 95828 AND VERIFY THAT REPAIRS HAVE BEEN PERFORMED AS INDICATED ON THIS DRAWING. PXp 19 R1 '19
Gable Stud Reinforcement Detail
ASCE 7-10: 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Or: 100 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Or: 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00
2x4 Brace Q) 1x4 'L' Brace 19 (1) 2.4 'L' Brace R (2) 2x4 'L' Brace ++ (L) 2x6 'L' Brace + (2) 2x6 'L' Brace r Bracing Group Species and Grades:
Gable Vertical No
Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group A:
S #1 / #2 S ruce-Pine-Fir Hem-Fir
r 4' 7' 7' 10" 6' 1' 9' 3' 9' 7' 11' 0' I1' S' 14' 0' 14' 0' 14' 0' 14' 0' 1#IT1 #2 Stnndnrd #2 Stud
F #3 4' 4- 7' 2' 7' 8' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0" 14' 0" 14' 0' #3 Stud #3 Stnndnrd
El
0 r Stud 4' 4' 7' 2" 7' 7' 9' 1' 9' 5" 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0'
HF Standard 4' 4' 6' 2' 6' 7' 8' 2" 8' 9' 10' 10' 11' 4' 12' 10' 13' 9' 14' 0' 14' 0' Dou Was Fir-Larch Southern Plne+■■
QJ #1 4' 10' 16' 6'
8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' a3 #3
J S P #2 4' 7' 8' 1' 9' 3' 9' 7' 11' 0" 11' 5' 14' D' 14' 0' 14' 0' la' 0' stud stud
Standard Standard
DFL
#3 4' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0(U Dr L Stud 4' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0-
Standard 4' 4' 6' 1' 7' 7' 8' 2' 10' 4' 11' 1' 11' 11' 12' 10' 14' 0' 14' 0' Group BU Pr #1 / #2 5' 3' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' Hem-Fir
r #3 5' 0` 9' 3' 10' S10' 10' 12' S' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' #t g Htr
U I r Stud 5' 0' 8' 9' 9' 2' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' C' 14' 0' 14' 0' #t
O I 1 r Standard 5' 0' 7' 6" 8' 0' 10' 1" 10' 9' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0'
Douglas Fir-Larch Southern Plne++r
#1 5' 6' 9' 1' 9' 5' 10' 8' ill 1' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' #1 #1
S P #2 5' 3' 8' it, 9' 3' 10' 7' Ll' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' #2 1 #2
#3 5' 1' 7' 11' 8' 5' 10' 6' 10' ll' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' Ix4 Braces shall be SRB (Stress-Rated Board).
0 Stud 5' 0' 7' ll" 8' 5' 10' 6' 10' ll" 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0'
lU .—i � ++For 1x4 So. Pine use only Industrial 55 or
Standard 5' 0' 7' 0' 7' 5' 9' 4' 10' 0' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boards. Group B
C5
P #1 / #2 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values may be used with these grades.
#3 5' 6' 9' 8" 10' 1' 11' 6' Il' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes:
UHFr Stud 5' 6' 9' 8' 10' 1' 11' 6' Ll' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Wind Load deftectlon criterion is L/240.
Of�l r Standard 5' 6' 8' 8' 9' 3' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections For 70 plf over
X #1 6' 0' 10' 0' 10' 4' 11' 9' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing (5 psi TC Dead Load).
d S P #2 5' 9' 9' 10" 10' 2' LI' 7' 12' 1' 13' 10' 14' 0' 14' D' 14' 0" 14' 0' 14' 0' Gable end supports toad from 4' 0' outlookers
#3 5' 8' 9' 2' 9' 9' 11' 6' 12' 0' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang.
DFL . Stud 5' 8' 1 9' 2' 9' 9' 11' 6' 12' 0' 13' 9" 14' 0' 14' 0' 14' 0' 14' 0' 14' 0'
Standard 5' 6' 8' 1' 8' 7' 10' 9' 11' 6" 13' 8' 14' 0' 14' 0' 14'_O' 14' 0' 14' 0'
Symm
- Abouts Attach 'L' braces with IOd (0.128'x3.0' min) nails.
Gable Truss A For (1) 'L' brace: space nails at 2' o.c.
1n IS' end zones and 4' o,c. between zones.
31()(For (2) 'L' braces: space nods at 3' o.c.
Diagonal brace option:
vertical length may be T
at each end. Max web Brace in 18' end zones and 6' o.c. between zones.
doubled when diagonal 18' )K 'L' bracing must be a minimum of 80% of web
brace is used. Connect member length.
diagonal brace for 385# "L"
Gable Vertical Plate Sizes
total length is 14'. )K)K Vertical Length No Splice
2x4 DF-L #2 or Less than 4' 0' 1X4 or 2X3
better diagonal r Greater than 4' 0', but 2X4
Vertical length shown brace; single 18, less than 11' 6'
in table above. or double cut d( . Greater than 11' 6' 3X
45' (as shown) at L 1 + Refer to common truss design for
upper and, peak, splice, and heel plates.
ontinuous Bearing Refer to the Building Designer for conditions
Connect diagonal at
midpoint of vertical wet. Refer to chart above Far max ga l length. not addressed by this detail.
++WARNINpe+READ AND FOLLOW ALL NOTES DN THIS DRAWING !G�tv 1`111L �C REF ASCE7-10—GAB12030
++IMPORTANT++FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
Trusses require extreme care In Fabricating;handling,shipping, Installing and bracing. Refer to and \�
^ follow the latest edition of BCS[(Building Component Safety Information, by TPI and SBCA) for safety 4P, DATE 10/01/14
4/ practices prior to per Forming these functions. Installers shop provide tenporary bracing per BCSI. I{659
Unless noted otherwise, too chord shall have properly attached structurol sheathing and botton chord ff DRWG A12030ENC101014
shall hove a properly attached rigid celling. Locations shorn for permanent lateral restraint of webs
/'1 FI ��f� fl shall have bracing Installed per BCS[ sections da,B3,B7 or BID,as applicable. Apply plates to each iota
�'I IIL J`- Q IUI�\\v\IJII of truss and position ", shown above And on the Joint BID, s,unless noted otherwise.
Refer to drawings 160A-Z For standard plate positions.
Alpine,a division of ITW Building Conponents Group Inc. shop not be responsible for any deviation from
AN ITW COMPANY this drowing,any failure to build the truss in conformance with ANSI/TPI 1. or for handling, shipping.
instanation L bracing of trusses. 9 C" ]�19g9 �f MAX, TOT, LD. 60 PSF
A I this drawing or cover page listing this drawing,hdicates acceptance of professional Q
ngineerimg responsibility solely far the design shown. The-Atablilty and se of this drawing W
13389 Lakefront Drive far any structure Is the responsibility of the Bu Zg Deslgner per ANSI/TPI 1 Sec.2. �i��R"
Earth City,MO 63045 For none infornation see this job's general notes page and these web sites: MAX. SPACING 24.0'
ALPINE: w w.alpineitw.comi TPI: www.tpinst.orgi SBCA: www.sbcindustry.wg;ICC:www.iccsafe.org
Galore Detail
For Let-in Verticals Gable Truss Plate Sizes
Sin. + Refer to appropriate Alpine gable detail for
About
minimum plate sizes for vertical studs.
(E)Refer to Engineered truss design for peak,
splice, web, and heel plates.
®If gable vertical plates overlap, use n
+ single plate that covers the total area of
the overlapped plates to span the web.
Vertical + Example: 2X4
# Ltnp`n 2X8
y 2X4
T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
ilk
+ Toe-nail - Or - End-nail
+ Tomultiply 'T' increase by length (based on convert from 'L' to 'T' reinforcing members,
Provide connections for uplift specified on the engineered truss design, appropriate Alpine gable detail).
Attach each 'T' reinforcing member with
End Driven Nails, Maximum allowable 'T' reinforced gable vertical
lOd Common (0.148'x 3.',min) Nails at 4' o.c. plus length is 14' from top to bottom chord
(4) nails in the top and bottom chords. 'T' reinforcing member material must match size,
Rigid Sheathing Toenailed Nails, specie, and grade of the 'L' reinforcing member,
IOct Common (0.148'x3',min) Toenails at 4' o.c. plus Web Length Increase Wl "T° Brace
4 Nail (4) toenails in the top and bottom chords,
'T' Reinf. 'T'
,T, This detail to be used with the appropriate Alpine gable detail for ASCE Mbr, Size Increase
Reinforcing wind load. 2x4 30
Member
ASCE 7-05 Gable Detail Drawings Example 2x6 20
I
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, ASCE 7-10 Wind Speed = 120 mph
Table
Knits A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 Mean Roof Height = 30 ft, Kzt = 1.00
Truss Spaced At ASCE 7-10 Gable Detail Drawings Gable Vertical = 24'o.c. SP k3
4' o.c. A11515ENC101014, A12015ENC101014, A14015ENC101014, A16015ENCIO1014, 'T' Reinforcing Member Size = 2x4
A18015ENC101014, A20015ENC101014, A20015END101014, A20015PED101014, 'T' Brace Increase (From Above) = 30% = 1.30
A11530ENC101014, A12030ENC101014, A14030ENC101014, A16030ENC101014, (1) 2x4 'L' Brace Length = 8' 7'
A18030ENC101014, A20030ENC101014, A20030END101014, A2003OPED101014 Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
See appropriate Alpine gable detail for maximum unreinforced gable vertical length.
4 Noils
Ceiling
wwWARNINGiww READ MND FOLLOW ALL NOTES ON THIS DRAWINGI REE LET-IN VERT
w-IMPORTANTww FURNSH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
Trusses require extreme care In fabricating,handling, shipping, n.t.Ling and bracing Refer to and
PP n9•
/\ follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA)for safety �( 14659 '! DATE 10/01/14_
practices prior to Performing these functions. Installers shalt provde temporary bracing per BCSI. r
Unless noted otherwise, top chord shalt have property attached structural sheathing and bottom chord DRWG GBLLETIN1014
shall nave a property attached rigid ceiling. Locations shown for permanent lateral restraint of webs
/'1 I7 f��f� FI� Shan have and
bracing ion as s per BCSI sections B3, B7 or B10, os applicable. Apply prates to each face - - - - -- - ---
Ill II�IIILLIIrUr�11 IU^�\V\IJII F truss and tion o shown above and on the Joint Details, unless le A otherwise.
Refer to drawings 160A-2 for standard plate positions.
Alpine,a division of ITW Building Components Group Inc. shalt not be responsible for any deviation from
AN ITW COMPANY wr
this drawing,any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, 9
installation S. bracing of truss. 9 FC,7 19� Q� MAX. TGT, LD. 60 PSF
A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional u
engineering responsibBlty solely for the design shown The suitability and use of this drawing IANW I DUR, FAC. ANY
13389 Lakefront Dlive for any structure is the responsibility of the Building Resigner per ANSI/TPI 1 Sec.2. �1
Earth City,M083045 For more information see this job's general notes page and these web sites: MAX. SPACING 24,0"
ALPINE w.—Apineitw.coni TPI:—Apinst.orgi SBCA www.sbcindustry.orgi ICC:wwokcsofe.org EXP.12-31-15
L
ASCE 7-10: 120 mph, 30' Mean Height, Closed, Exposure C
Common Residential Gable End Wind Bracing Requirements - StifFf eners
120 mph, 30ft, Mean Hgt, ASCE 7-10, Enclosed, Exp C, or H Less than 4'6" - no stud bracing required
100 mph, 30ft. Mean Hgt, ASCE 7-10, Enclosed, Exp D, or
100 mph, 30ft, Mean Hgt, ASCE 7-10, Part. Enclosed, Exp C, H Greater than 4'6" to 7'6" in length
Kzt = 1.00, Wind TC DL=5.0 psf, Wind BC DL=5.0 psf, provide a 2x6 stiffback at mid-height and brace stiffback
to roof diaphragm every 6'0" (see detail below or
Lateral chord bracing requirements refer to DRWG A12030ENC101014),
Top: Continuous roof sheathing
Bot: Continuous ceiling diaphragm H Greater than 7'6" to 12'0" max:
provide a 2x6 stiffback at mid-height and brace
See Engineer's sealed design referencing this detail to roof diaphragm every 4'0" (see detail below or
for lumber, plates, and other information not shown refer to DRWG A12030ENC101014).
on this detail.
)K Optional 2x L-reinforcement attached
Nails: 10d box or gun (012811x3",min) nails. to stiffback with 10d box or gun
(0.128" x 3% min,) nails @ 6" o,c,
i
2X4 Blocking
nailed to
45a sheathing and 24 Mnx
each truss (TyP)
H
2X4 DE-L #2
H/2 or better
diagonal brace.
Attach each end X
For 560#.
ontinuous Bearing
2x6 #2 Stif(back
attached to each
Stud w/ (4) 10d box or gun (0,123" X 3', min.) nails. PR
—WARNINGIss READ AND FOLLOW ALL NOTES ON THIS DRAWING! REF GE WHALER
—IMPORTANT..FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. ��
Trusses require extreme care in fabricating,handling, shipping, installing and bracing. Refer to and
4 V follow the latest edition of BCS! (Building Component Safety Information ovide a or and Sacro for safety 14858 DATE 10/(11/14
practices prior to performing these functions. Installers shall provide temporary bracing per BCSl.
Unless noted otherwise, tochord shall have properly attached structural sheathing and bottom chord DRWG CABRST101014
shall have a properly attacp hed rigid celing Locations shown for permanent lateral restraint of webs
/I�(��f\ Fl� shall have bracing installed per BCS! sections 83, J or BIO,as applicable. Apply plates to each face
IIIIIIJJJU��' IIIJII\\\V`I JII of truss and position as shown above and on the Joint Details, unless noted otherwise.
Refer to drawings 160A-Z for standard plate positions.
AN ITW COMPANY Alpine,a division of ITW Budding Components Group Inc. shall not be responsible for ony deviation fro,
this dr wing,any fallure to build the truss In Conformance with ANSI/TPI 1, or for handling, shipping, �/A C. ��19$ �A�I MAX. TOT. LD. 60 PSF
installation 6 bracing of trw se
A seal on this drawing or cover page Ilstlrg this drawl Indicates acceptance of professional �lI1�ftp C�r
engineering responsibility solely for the design shown. The suitability and use of tHs drawing we'Y1 MP
13389 Lakefront Drive for any structure Is the responsibility of the Building Deslgner per ANSI/TPI 1 Sect.
Earth City,MO 83045 Far
^are information see this ,lob's general notes page and these web sites: EXP.12-31-15 MAX. SPACING
ALPINE, www..1p,reit—oni TPI- www.tpinst.orgi SBCA, www.sbcindustry.orgi ICC,www.iccsofe.org
I
CLR Reinforcing Member Substitution
T-Reinforcement
This detail is to be used when a Continuous Lateral Restraint (CLR) or T-Reinf.
is specified on a truss design but an alternative web L—Reinforcement: or
reinforcement method is desired. L-Reinf.
Apply to either side of web narrow face
Attachwith lOd (0.128'x3.0',min) nails
at 6' o.c. Reinforcing member is
Notes: a minimum 80% of web
member length.
This detail is only applicable for changing the specified CLR
shown on single ply sealed designs to T-reinforcement or
L-reinforecement or scab reinforcement.
Alternative reinforcement specified in chart below may be conservative.
For minimum alternative reinforcement, re-run design with appropriate
reinforcement type. x x
T-Reinf. L-Reinf.
Web Member Specified CLR Alternative Reinforecement Scab Reinf orcernent:
Size Restraint T- or L- Reinf, Scab Reinf.
2x3 or 2x4 1 row 2x4 1-2x4 Apply scab(s) to wide face of web.
2x3 or 2x4 2 rows 2x6 2-2x4 No more than (1) scab per face.
Attach with 10d (0.128'x3.0%min) nails
2x6 1 row 2x4 1-2x6 at 6' c.c. Reinforcing member is a
2x6 2 rows 2x6 2-2x4OK) minimum 80% of web member length
2x8 1 row 2x6 1-2x8
2x8 2 rows 2x6 2-2x6(31()
Scab Reinf,
T-reinforcement, L-reinforcement, or scab reinforcement to be same
species and grade or better than web member unless specified
otherwise on Engineer's sealed design.
OK) Center scab on wide face of web. Apply (1) scab to each
face of web.
Ep PROF
•sVARNINGiew READ AND FOLLOW ALL NOTES ON THIS DRAVINGI r - - -
ssI1PORTANT.e FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. T C L L PSF REF CLR Subs t
Trusses require extreme care In Fabricating,handling, shipping, installing and bracing. Refer to and <t1� 14859�'9 TC DL PSF DATE 10/01/14
!� V Follow the latest edition of BCSI <9 fun Component Safety all. provide a TPI and racing for BCSI. Q�
practices prior to performing these functions. Installers shall provide temporary bracing per SCSI.
Unless noted otherwise, top chord shall hove properly attached structural sheathing and bottom chord BC DL PSF DRWG 3RCL3SU31014
shall have a properly attached rigial ceiling Locations shown for permanent lateral restraint of webs
/7�I g�I� (Ig shall have and position
installed s per BCSI and os B3. J or 810, as applicable. Apply plates to each Face BC LL PSF
g III IIS O IU^\\V�JII f truss and position a horn above and n the Joint Details, unless noted otherwise.
Refer to drawings 160A-Z for standard plate positions. 1 V
Alpine,a division of ITW BAding Components Group Inc. shop not be responsible For any deviation from '1'�9 �� TOT. LD. PSF
AN ITW COMPANY this drawing,any Failure to build the truss in conformonce with ANSI/TPI 1,or for handling, shipping, �s 7
installation 8. bracing of trusse V ww
A seal on this drawing or cover page listing this drawing.Indicates acceptance of professional �jeNYI•GNr
engineering responsibility solely for the design shown. The suitability anduse of this drawing n DUR. FAC,
13389 LskehoM Olive
for any structure is the respons%Klty of the BuilWng Designer per ANSIAPS1 1 Sec.2.
Eerth City,MO 63045 For more information s e this job's general notes page and these web sites: EXP.12-31-15 SPACING
ALPINE- www.alpineitw.coni TPI- w—Apinst.orgi SBCA. w—slaclndustry.orgi ICC- www.iccsoFe.org
•