Plans /57-2Ofol-a22S2 'Ka 5H sw 13L1voi t GI,
Job Number. R_0220003 Ply: 1 SEON:11608/ T11 5Y42 Cust R7175 JRet 1WSY71750012
' R_0220003 Qty 12 FROM:BB DrwNo: 056.20.1117.21543
Truss Label: D PBC / GWH 02/21/2020
13' 131 12 241"4
h 13' B"1 10'4'8
I--2'6" I 2'6"12--I--2'6"12--{--2'6"12--I--- 2'6'12--..1 I—2'r12---{--7612--{--2'6"12—{
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1 24'1"4 -
Loading Criteria(pet) Wind Criteria Snow Criteria(Pont In PSF) DeflICSI Criteria A Maximum Reactions(Ibs)
TCLL: 40.00 Wind Std: NA Pg:NA Ct:NA CAT:NA PP Deflection in loll Udell L!# Loc R /U /Rw /Rh /RL 1 W
TCDL: 10.00 Speed:NA mph Pt NA Ce:NA VERT(LL): 0.488 F 592 480 T 916 /- l- /- 1- /2.5
BCLL: 0.00 Enclosure:NA Lu:NA Cs:NA VERT(TL): 0.799 F 361 360 M g16 /- /- /- /- /3.7
BCDL: 7.00 Calory:NA Snow Duration:NA HORZ(LL): 0.077 B - - T Min Brg Width Req= 1.3
Des Ld: 57.00 EXP: HORZ(TL):0.125 8 - - M Min Brg Width Req= 1.3
Mean Height:NA ft
NCBCLL:10.00 TCDL:NA psf Coda I Misc Criteria CreepFactor:1.5 Bearings T 8 M are a rigid surface.
Soffit: 2.00 BCDL:NA psf Bldg Code: IRC 2012 Max TC CSI: 0.655 Members not listed have forces less than 375#
Load Duration:1.00 MWFRS Parallel Dist:NA TPI Std: 2007 Max BC CSI: 0.886 Maximum Top Chord Forces Per Ply(Ibs)
Spacing:16.0" C&C Dist a:NA ft Rep Factors Used:Yes Max Web CSI:0.676 Chords Tens.Comp. Chords Tens. Comp.
Loc.from endwall:NA FT/RT:10(0y4(0)
I:NA GCpi:NA Plate Type(s): B-C 0-2746 G-H 0 -3961
Wind Duration:NA WAVE,HS VIEW Ver.15.02.00C.1217.15 C-D 0-2746 H-I 0 -2743
D-E 0-3961 I-J 0 -2743
Specification for field condition: E-F 0-3961 J-K 0 -2743
Truss may have new spacing as shown.
F-G 0-3968
NOTE:No repair required for this condition.
NOTE:This truss has one truss spaced 23-1/2"from Maximum Bot Chord Forces Per Ply(Ibs)
one face and 8-1/2"from the opposite face. Chords Tens.Comp. Chords Tens. Comp.
(Equal to spacing of 16'o.c.)
T-S 1574 0 P-O 3968 0
See drawing 052.20.1030.34346 S-R 3512 0 O-N 3515 0
for lumber,plates,and other data not shown here. R-Q 3512 0 N-M 1573 0
Q-P 3971 0
Construct the field repair or modification in accordance
with the design and situation described above.
Maximum Web Forces Per Ply(Ibs)
Webs Tens.Comp. Webs Tens. Comp.
T-B 0-1777 O-H 664 0
B-S 1330 0 H-N 0 -876
S-D 0 -869 N-K 1328 0
D-Q 510 0 K-M 0 -1776
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"'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components or Oregon.lne.
"IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Nos tied
Trusses require extreme care in fabricating,handli shipping,installin and bracing..Refer to and follow the latest edition of SCSI Buildin CORNELIUS OR 97113
�anfo 9 ( gg (sa3)357-211e Est
Compont Safety Information,b TPI and SBCA)far safety practices prior to performing these functions Installers shall.orowde terporary _
asane per BCS Unless noted otherwise,top chord shall have properly attachedstructuralphere sheathing and bottom S1 se stall havflg Mope,rl
attached rigid ceifinu, atesLocationsto shown for truss ent lateral rettraint Of webs shall have bracing ms'talled per BCSI sections is !f7 or ir10Y
as Wirigsa&e ApfoPIY bates to each face of buss and position as shown above and on the Join Detal s, unless noted otherwise. Refer to ALPINE*
drawi gs 160A-Z standard plate positions.
Alpine,a division of ITW Buildin Components Group Inc..shall not be responsible for any deviation from this drawing anyfailure to build the
truss in conformance with ANSI PI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover pae
listing this drawing indicates acceptance of pro ss onat engineering responsibility solely for the design shown. The suit-ability
and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sac.2. 8351 Rpvana Circle
For more information see this Job's general notes page and these web sites: ALPINE: www.elpineaw can;TPI:www.tpinst.ore;SECA:www.5b0nd0sby.com;ICC: www.axsefe.org Sacramento,CA 95828
4'1S PRoE Alpine,an ITW Company
aC'trge , 0Z 8801 Folsom Blvd.,Suite 107
19676 9 �, Sacramento,CA 95826
� ALPINE Phone:(800)877-3678(916)387-0116
�+ Fax:(916)387-1110
02/25/2021i sacseals@itwbcg.com
OREGON
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Renews 8130/2021
Site Information: Page 1:
Customer: Truss Components of Oregon, Inc. Job Number: R_0220003
Job Description: R_0220003
Address:
Job Engineering Criteria:
Design Code IRC 2012 IntelliVIEW Version: 15.02.00C
JRef#: 1 W SY71750012
Roof Load(psf): None
Floor Load(psi): 40.00-10.00-0.00-7.00
This package contains general notes pages, 1 truss drawing(s)and 0 detail(s).
Item Drawing Number Truss Item Drawing Number Truss
1 056.20.1117.21543 D
Printed 2/25/2020 12:52:11 PM
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 AWC. 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.org.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re-dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
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.
CL= Certified lumber.
Des Ld =total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT= Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL= FlamePRO Fire Retardant Treated lumber.
FRT-FT= FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g =green lumber.
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.
lc= Incised lumber.
FJ = Finger Jointed lumber.
L/#= user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, 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(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
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.
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175;www.awc.org.
2. ICC: International Code Council; www.iccsafe.org.
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, 2670 Crain Highway, Suite 203, Waldorf, MD 20601;www.tpinst.orq.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719;www.sbcindustry.com.
Page 3 of 3