Plans (69) • �1 k -0
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L� 83294PE 9 Alpine,an ITW Company
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.1 1 8351 Rovana Circle
Sacramento,CA 95828
ALPINE hone:(800)877-3678(916)387-0116
OREGON Fax:(916)387-1110
AN ITW COMPANY
`q0'14,2s,-- 0 sacseals@itwbcg.com
*Sell Tar•
12/07/2018
Renewal 6/30/2020
Site Information: Page 1:
Customer: Oregon Truss Job Number: 40 stockOTC
Job Description: 40 stock OTC
Address:
Job Engineering Criteria:
Design Code: IBC 2015 View Version: IBC 2015
JRef#: 1 WG04350001
Wind Standard: ASCE 7-10 Roof Load(pdt): 25.00-7.00-0.00-1.00
Wind Speed(mph): 120 Floor Load(ps f): None
This package contains general notes pages,2 truss drawing(s)and 1 detail(s).
Item Seal# Truss Item Seal# Truss
1 341.18.0856.39283 40-4_STOCK 2 341.18.0858.13703 40-4_STOCK_GE
Printed 12/7/2018 9:23:13 AM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AF&PA. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19%and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10(Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing,wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www.icc-es.orq.
Page 1 of 2
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL= Bottom Chord standard design Live Load in pounds per square foot.
Des Ld =total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
HORZ(LL)= maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL)= maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL=additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
U#= user specified divisor for limiting span/deflection ratio for evaluation of actual Udefl value.
Udefl = ratio of Length between bearings, in inches, divided by the immediate vertical Deflection, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc= Location, starting location of left end of bearing or panel point(joint)location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL= Non-Concurrent Bottom Chord design Live Load in pounds per square foot.
PL= additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB= additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT=additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP= Panel Point.
R= maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R= maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL= maximum horizontal design Reaction in either direction, in pounds, from all specified non-gravity(wind or seismic)
load cases, at the indicated location (Loc).
Rw= maximum downward design Reaction, in pounds, from all specified non-gravity(wind or seismic)load cases, at the
identified location (Loc).
TCDL=Top Chord standard design Dead Load in pounds per square foot.
TCLL =Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non-gravity(wind or seismic) load cases, at the
indicated location(Loc).
VERT(CL)= maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(LL)=maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL)= maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W=Width of non-hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1.
References:
1. AF&PA: American Forest&Paper Association, 1111 19th Street, NW, Suite 800, Washington, DC 20036;
www.afandpa.orq.
2. ICC: International Code Council;www.iccsafe.orq.
3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO
63043; www.alpineitw.com.
4. TPI: Truss Plate Institute, 218 North Lee Street, Suite 312, Alexandria, VA 22314;www.tpinst.orq.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719;www.sbcindustrv.co
Page 2 of 2
SEQN:55365 T1 COMN Ply: 1 Job Number: 40 stockOTC Gust:R435 JRef: 1WG04350001 "
FROM:ER Qty: 30 40 stock OTC DrwNo: 341.18.0856.39283
Truss Label: 40-4 STOCK CY / RTT 12/07/2018
6'8" 12'11"820' 27'0"8 33'4" 40'
1---- 6.8" I 6,3"8 I 7,0„8 I 7'0"8 I 6,3„8 6,8"
H0710
T T2 %1 T3
12 H0508 H05080
5X5[7] D 5X5[24]
4 ✓ C 0 *1 . G
a
co 3X7ior, 0 3X7
B . 100,.
A :. . I
i8 .. - W "III
0'1 N M B2 L K J P l'
H1015(B9R) =3X5 =SS0508 _5X8[17] =SS0508 =3X5 wH1015(B9R)
r 40' 1
10' 10' 10' 10'
10 I 20' 30' I 40'
H
Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs)
TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.2 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity
TCDL: 7.00 Speed: 120 mph Pf:25.0(specified) Ce:1.0 VERT(LL): 0.716 L 665 240 Loc R+ /R- /Rh /Rw /U /RL
BCLL: 0.00 Enclosure:Part.Enc. Lu: - Cs:0.94 VERT(CL): 0.956 L 498 180 0 4673 /- /- /1976 /1509 /323
BCDL: 1.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.226 J - - P 4673 I- /- /1976 /1509 /-
EXP:B Kzt:NA HORZ(TL):0.302 J Wind reactions based on MWFRS
Des Ld: 33.00 Mean Height:17.96 ft
NCBCLL:0.00Code/Misc Criteria Creep Factor:2.0 0 Brg Width=5.5 Min Req=5.0
TCDL:3.0 psf P Brg Width=5.5 Min Req=5.0
Soffit: 0.00 BCDL:0.6 psf Bldg Code: IBC 2015 Max TC CSI: 0.976 Bearings 0&P are a rigid surface.
Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2014 Max BC CSI: 0.996 Members not listed have forces less than 375#
Spacing:84.0" C&C Dist a:4.00 ft Rep Fac:No Max Web CSI:0.973 Maximum Top Chord Forces Per Ply(lbs)
Loc.from endwall:Any FT/RT/PT:6(0)/3(0)/1(0) Chords Tens.Comp. Chords Tens. Comp.
GCpi:0.55 Plate Type(s):
Wind Duration:1.60 HS,WAVE,18SS VIEW Ver:18.02.00.1016.21 A-B 7047-11370 E-F 4972 -7374
C-C 6508-10321 F-G 4938 -0323
Lumber In lieu of purlins on the bottom chord at 44"o/c,
the bottom chords of trusses placed each side C-D 4938-7533 G-H 6508-10321
Top chord 2x6 DF-L 2100f-1.SE:T2,T3 2x6 DF-L of supporting poles may be braced with purlins at D-E 4972-7374 H-I 7047-11370
20'0"o/c maximum spacing and H-brace blocking:
Bootf chord
2 2x6 DF-L 2100f-1.8E:B2 2x6 DF-L (H)2X6 DF-L#2 or better continuous reinforcing Maximum Bot Chord Forces Per Ply(lbs)
1 Webs 2x4.8E: member(match pole width).Attach to each truss
DF-L Standard:W4 2x4 DF-L 1800f-1.8E: ) Chords Tens.Comp. Chords Tens. Comp.
:Lt Wedge 2x6 DF-L 1800f-1.8E: ply with 16D common nails(0.162"x3.5")at 12"o/c.
:Rt Wedge 2x6 DF-L 1800f-1.8E: Nr A-N 10616-6365 L-K 9168 -5315
Bracing -5315
g I' I` M-Ln 9168-5313 J-IJ 10616 -6364
(a)Continuous lateral restraint,equally spaced on H-Brew section van
member. Maximum Web Forces Per Ply(lbs)
Webs Tens.Comp. Webs Tens. Comp.
Plate Shift Table
B-N 969-1218 L-G 1845 -2957
JT Plate Chord JT Plate Chord N-C 818 -592 G-J 818 -593
No Size Shift Bite No Size Shift Bite C-L 1845-2957 J-H 969 -1218
[7] 5X5 2.25 L 3.00 [17] 5X8 S 1.50
[24] 5X5 2.25 R 3.00 E-L 2975-1907
Loading (,or)PROp4
Truss checked for 60#live and 0#dead movable `y� ��G I Ne., .. ��O
load along Bottom Chord,non-concurrent with any (. 2
other live loads. �!(/ 832ti4PE 7
Purlins 0„/
In lieu of structural panels or rigid ceiling use purlins
to brace TC @ 24"oc,BC @ 44"oc.
OREGON
Wind /3 S
Member design based on both MW FRS and C&C. 0 LY 14,20 e
Uplifts based on an elevation at or above 1000 ft. *Self Tao l
Renewal 6/3 0120 20
12/07/2018
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Oregon Truss
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 17900 SE Wallace Rd.
Trusses require extreme care in fabricating,handlin shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building Dayton OR 97114
Component Safety Information,by TPI and SBCA)Mr safety practices prior to performing these functions. Installers shall provide temporary (503)581-8787 Ext
bracing per BCSI.Unless noted o-therwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly
attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing insailed per BCSI sections B3,B7 or B10,
as applicable. Apply plates to each face,oftrussand position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the AN ITW COMPANY
truss in conformance With ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page
listing this drawing,indicates acceptance of pro essionaf engineering responsibility solely for the design shown. The suitability 8801 Folsom Blvd.,Suite 10;
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sgec.2.
Sacramento,CA 95826
For more information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI: www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq
i.
SEQN:55372 T2 GABL Ply: 1 Job Number: 40 stockOTC Cust:R435 JRef: 1WG04350001
FROM:ER Qty: 10 40 stock OTC DrwNo: 341.18.0858.13703
Truss Label: 40-4 STOCK GE CY / RTT 12/07/2018
IL74�'0.1 ,1 '9"9 2g7'g6"12 ±11.5"2
5'6"14 6'q"I.2 11'6"14 12I ill) 17'6'14 20' 22'5'227'0"8 9n'Y7I'LRSI'5"2 32'11"15 h�4''1L1 40,
5'6'14 11'1'1 4'6"13 110"d"15 47"7 I 2'5'21 2'5"2 4'7"7 Y'1'J O`5 4'6'13 2 I 5'6'14
III
5X6
=5X6
T
O.4X4 =4X6 T2 H =4X6 �H0508 a 2X4
=2X4 o H0508 G . .2 I T3 2X4.2X4
4 12 .4X52X4 2X4 F J =2X4
DYE 111I 11 KAL L5
°° '�'�'`.. '� 0 3X6
a 3X6 ....�_
cn
_ .7T,7' 1011 - III- in - -III -
AR T S B2 R Q P AS I'
H1015(B9R) =3X5 =SS0508 =5X6 =SS0508 =3X5 =H1015(B9R)
=5X8
1 40' 1
10' 10' 10' 10'
I10' I 20' I 30' 40'
Loading Criteria(psf) I Wind Criteria I Snow Criteria(Pg,Pf in PSF)I Defl/CSI Criteria I A Maximum Reactions(lbs)
TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.2 CAT:II PP Deflection in loc Udefl U# Gravity Non-Gravity
TCDL: 7.00 Speed: 120 mph Pf:25.0(specified) Ce:1.0 VERT(LL): 0.677 R 703 240 Loc R+ /R- /Rh /Rw /U /RL
BCLL: 0.00 Enclosure:Part.Enc. Lu: - Cs:0.94 VERT(CL): 0.904 R 527 180 AR 4673 /- /- /1976 /1509 /323
BCDL: 1.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.226 P - - AS 4673 /- /- /1976 /1509 /-
Des Ld: 33.00 EXP:B Kzt:NA HORZ(TL):0.301 P - - Wind reactions based on MW FRS
Mean Height:17.96 ft AR BrgWidth=5.5 Min Req=5.0
NCBCLL:0.00 TCDL:3.0 psf Code/Misc Criteria Creep Factor:2.0
Soffit: 0.00 BCDL:0.6 psf Bldg Code: IBC 2015 Max TC CSI: 0.948 AS Brg Width=5.5 Min Req=5.0
Load Duration:1.15 MW FRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.996 Bearings AR&AS are a rigid surface.
RepFac:No Max Web CSI:0.891 Members not listed have forces less than 375#
Spacing:84.0" C&C Dist a:4.00 ft Maximum Top Chord Forces Per Ply(lbs)
Loc.from endwall:Any FT/RT/PT:6(0)/3(0)/1(0) Chords Tens.Comp. Chords Tens. Comp.
GCpi:0.55 Plate Type(s):
Wind Duration:1.60 HS,WAVE,18SS VIEW Ver:18.02.00.1016.21 A-C 7021-11287 H-I 2652 -4001
Lumber In lieu of purlins on the bottom chord at 44"o/c,the C-D 6469-10434 I-J 4228 -6338
bottom chords of truss(es)may be braced with D-E 5465-8550 J-K 4211 -6498
Top chord 2x6 DF-L 2100f-1.8E:T2,T3 2x6 DF-L E-F 4211 -6498 K-L 5465 -8550
1800f-1.8E: purlins at 10'0"o/c maximum spacing and T-brace
Bot chord 2x6 DF-L 2100f-1.8E:B2 2x6 DF-L blocking: F-G 4228-6338 L-M 6468-10434
1800f-1.8E: (T)2X6 DF-L#2 or better continuous reinforcing G-H 2652-4001 M-0 7021 -11287
Webs 2x4 DF-L Standard:W4 2x4 DF-L 1800f-1.8E: member Attach to bottom chord with 16D
common nails(0.162"x3.5")at 12"o/c.
:Lt Wedge 2x6 DF-L 1800f-1.8E: Maximum Bot Chord Forces Per Ply(lbs)
:Rt Wedge 2x6 DF-L 1800f-1.8E: (T) Chords Tens.Comp. Chords Tens. Comp.
Bracing /� A-T 10525-6345 R-Q 9216 -5433
(a)Continuous lateral restraint,equally spaced on T-S 9216-5431 Q-P 9216 -5433
member. T-brace section wow S-R 9216-5431 P-O 10525 -6343
(b)2x4#3 or better"T"reinforcement.80%length of
web member.Attach with 16d Box or Gun nails Maximum Web Forces Per Ply(lbs)
(0.135"x3.5",min.)Q 6"oc. Webs Tens.Comp. Webs Tens. Comp.
Plating Notes C-T 814-1142 R-K 1035 -2158
T-E 1232 -822 K-P 1232 -822
All plates are 1.5X4 except as noted. E-R 1035-2158 P-M 814 -1142
Purlins ���ED PROpFSS H-R 2136-1340
In lieu of structural panels or rigid ceiling use purlins CO G NF /O
to brace TC @ 24"oc,BC Q 44"oc. (g ,a �41 y Maximum Gable Forces Per Ply(lbs)
_1t/ 83294PE 9 Gables Tens.Comp. Gables Tens. Comp.
Wind / D-Y 1188-1796 AE-I 1844 -2360
Member design based on both MWFRS and C&C. Y-AA 1382-2078 AF-AJ 1404 -2105
Uplifts based on an elevation at or above 1000 ft. AA-AF 1404-2105 AJ-AL 1382 -2078
Additional Notes OREGON G-AE 1844-2360 AL-L 1188 -1796
Building designer is responsible for lateral forces, A4 `Zcy 14 gpCP 0
including bracing for horizontal wind forces.Laterally 153 N
brace end wall and face of truss.Bracing shown or a 11 Tan
noted is designed only to restrain members against
buckling due to gravity and in-plane wind loads. Renewal 8/30/2020
12/07/2018
*"WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Oregon Truss
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 17900 SE Wallace Rd.
Trusses require extreme care in fabricating,handlin shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building Dayton OR 97114
Component Safety Information,by TPI and SBCA)Kr safety practices prior to performing these functions. Installers shall provide temporary (503)581-8787 Ext
bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propefly
attached rigid ceiling. Locations shown forpermanent lateral restraint Of webs shall have bracing installed per BCSI sections B3,67 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. (tefer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the AN MN COMPANY
truss in conformance with ANSI/TPI 1, or or handling,shipping,installation and bracing of trussesA seal on this drawing or cover page
listing this drawing,indicates acceptance of orooessionaT engineering responsibility solely for the design shown. The suitability
and use of this rawing for any structure is the responsibility of the Building Designer per ANSITTPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10-
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.corn;TPI:www.tpinst.orq;SBCA: www.sbcindustry.com;ICC:www.iccsafe.orq Sacramento,CA 95826
H - BRACE DETAIL
FOR TRUSSES ATTACHED TO EITHER SIDE OF A 6x_ OR 8x_ POST (B) 2x6 DF-L #2 OR BETTER C❑NTINU❑US REINFORCING MEMBER.
IN A POST-FRAME STRUCTURE, REINFORCING MEMBERS AS SHOWN ATTACH TO EACH TRUSS PLY WITH 10d BOX NAILS (0.128'x3')
BELOW MAY BE USED TO ELIMINATE OR MINIMIZE ROWS OF AT 6' D.C.
C❑NTINU❑US LATERAL BRACING.
ALTERNATE WEB BRACE: AS AN ALTERNATE TO ONE OR TWO ROWS OF
REFER TO ENGINEERED TRUSS DESIGN FOR SPECIFIC PARAMETERS CONTINUOUS LATERAL BRACING SPECIFIED ON A WEB ON THE
SUCH AS SPAN, LIVE AND DEAD LOADS, ETC, ENGINEERED DESIGN, APPLY 2x6 OR 2x8 DF-L #2 OR BETTER
CONTINUOUS REINFORCING MEMBER, MATCHING SIZE TO GAP BETWEEN
TRUSSES, ATTACH FULL-LENGTH BLOCK TO EACH TRUSS PLY WITH
10d BOX NAILS (0.128'x3') AT 6' O.C.
BOTTOM CHORD BRACING: SEE ENGINEERED TRUSS DESIGN FOR USE
OF THIS DETAIL TO INCREASE SPACING BETWEEN ROWS OF BOTTOM
CHORD LATERAL BRACES. APPLY 2x6 OR 2x8 DF-L #2 OR BETTER
CONTINUOUS REINFORCING MEMBER, MATCHING SIZE TO GAP BETWEEN
TRUSSES, ATTACH TO EACH TRUSS PLY WITH 10d BOX NAILS
(0.128'x3') AT 6' D.C. BUTT ENDS OF REINFORCING MEMBERS AT
PURLINS ATTACHMENT L❑CATIONS.
HEEL DETAIL WEB OR BOTTOM CHORD
,
0
0
I
i CB) 0
r
i
I
ip,p
ie.. ..._ i
(B)
SUPPORT POLES AND
CONNECTIONS BY OTHERS, OBLIQUE SECTI❑N VIEW
ssvARNMis READ AND FOLLOW ALL KITES l THIS DRAVDG G 1 N s�0
BNPORTANTss FURNISH THIS DRAWING m ALL=MASTERS INCLUDING DE INSTALLERS.TrUf(41� F� �� C LL PSF REF H-BRACE
followsthe lnteas eextreme care eatbn of SCSIh Fa6rpka nt Sofoty pYp� s l WInd and Refor staof 83294PE DL PSF DATE 10/01/14
practices prior to performing these functions. Installers shall prowl*terporary�brscYp per BCSL
Unless noted otherslse,top chord shall have property attached structural sheateing and bottan chord BLS DL PSF DRWG HBRACE1014
p, shall have a properly attached rigid ceiling. Locations shown for pernonent lateral restraint of webs
A Fl ^ n E shall have bracing installed per BCS:sections D3,B7 or DSO,as applicable. Apply plates to each fav
IIyI O� (u�\Ill of truss and ppoosltbn as:hoer above end on the Joint Details,udess noted otherwise. B LL PSF
Refer to drawenps I60A-2 for standord plate posldona
AN ITW COMPANY
Alpke,a dvidon of ITV L .g Canponents Grow Inc shall not be rssponsble for eny d!=
fro., OREGON T. LD, PSF
.N.st drawing,any failure to bJld the truss In conforwance slth ANSI/TPI 1,or far hen4,g.shlppkhp, a
installation 1 bracing of trusses, �/ 6<P
A sealonthis drawkp or cover listing
this drawing,Indicates acceptancef of professional G LY 14,2 ‘Q/
13389 Lakefront Drive far a "stru t re� yrespoeu6Rlty:f°114 Building Designer per ANSI/IPI I Sect. 4"2 sae II Tao
Earth City,MO 63045 For more information see this Job's general notes page and these web siten
ALPINE/wwwalpi elta.can,TPB m.tphstorg,SBCM msbcMustrynrgl ICC/rJccsafeorg Renewal 6/30/2020
l2iu ii2u 18