Plans (27) AEU PROFS
.<<G %):0 Alpine,an ITW Company
�i GtNe 8801 Folsom Blvd.,Suite 107
0�
1(/ 19575 9f �,�\ Sacramento,CA 95826
r A LPI N E Phone:(8009877-3678(916)387-0116
Adipd' ANITWCOMPANV Fax:(916)387-1110
06/21/201'/ sacseals@itwbcg.com
OREGON
9rOl.Dzo,W9�F,P
Renews 6/30/2021
Site Information: Page 1:
Customer: Truss Components of Oregon,Inc. Job Number: R 0519186
Job Description: R 0519186
Address:
Job Engineering Criteria:
Design Code: IRC 2012 IntelliViEW Version: 19.01.00
JRef#: 1 WM471750007
Wind Standard: NA Roof Load(pst): None
Wind Speed(mph): 0 Floor Load(psf): 40.00-10.00-0.00-7.00
This package contains general notes pages, 1 truss drawing(s)and 3 detail(s).
Item Seal# Truss Item Seal# Truss
1 172.19.0901.46640 D
PdAf 6j/'t 1L—lr \IV
r
2)\' - r ill
Printed 6/21/2019 10:01:52 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
meet or exceed applicable buildingcode requirements and any
ascertaining that the loads shown on the drawings pp q
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 L/defl 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.oro.
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, 218 North Lee Street, Suite 312, Alexandria, VA 22314;www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison,WI 53719;www.sbcindustry.co
Page 2 of 2
Job Number: R_0519186 Ply: 1 SEQN:11608 / 150 SY42 Cust:R7175 JRef: 1 WM471750007
R_0519186 Qty: 12 FROM:BB DrwNo: 172.19.0901.46640
Truss Label: D PBC / GWH 06/20/2019
13' 13' I
13' 1712 24.1"4
F--2'6" I 2'6"12 I 2'6 12— I 2'6"12 I 2'6"12--I 181, I 2'6"12 { 2'6'12 1}'4118 Zfr 12
(TYP)
REPAIR DETAIL
(TOP VIEW)
///////////////////////////.//////////7/ SCAB
N4" 4„hole
TRUSS
SPACER \\\\\S\\\\\\\\O\\\\\\\\\\.N,? . \O\\\\\\\\\\\\\\\\\\\O\\O\\\\\\\O::NA.\\\ SPACER
SCAB F 3'5"5
Q6 4 hole B
A B C D E F G H i \ J (S) L
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T1 S R Q P O N M
1 24'1"4 1
Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria •Maximum Reactions(lbs)
TCLL: 40.00 Wind Std: NA Pg:NA Ct:NA CAT:NA PP Deflection in loc Udefl U# Loc R IL) /Rw /Rh I RL /W
TCDL: 10.00 Speed: NA mph Pf:NA Ce:NA VERT(LL): 0.488 F 592 480 T 916 I- /- I- I- /2.5
BCLL: 0.00 Enclosure:NA Lu:NA Cs:NA VERT(TL): 0.799 F 361 360 M 916 I- /- /- /- /3.7
BCDL: 7.00 Category:NA Snow Duration:NA HORZ(LL): 0.077 B - - T Min Brg Width Req= 1.3
EXP:NA HORZ(TL):0.125 B - - M Min Brg Width Req= 1.3
Des Ld: 57.00 Mean Height:NA ft
NCBCLL:10.00Code/Misc Criteria Creep Factor:1.5 Bearings T&M are a rigid surface.
TCDL:NA psf Bldg Code: IRC 2012 Max TC CSI: 0.655
Soffit: 2.00 BCDL:NA psf Members not listed have forces less than 375#
Load Duration:1.00 MWFRS Parallel Dist:NA TPI Std: 2007 Max BC CSI: 0.888 Maximum Top Chord Forces Per Ply(lbs)
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(0)/4(0)
I:NA GCpi:NA Plate Type(s): B-C 0-2746 G-H 0 -3961
Wind Duration:NA WAVE,HS VIEW Ver:15.02.000.1217.15 C-D 0-2746 H-I 0 -2743
D-E 0-3961 I-J 0 -2743
Repair for notched top chord(offset 4"diameter hole). E-F 0-3961 J-K 0 -2743
REPAIR PROCEDURE F-G 0-3968
>Shore truss to restore to pre-loaded condition. Maximum Bot Chord Forces Per Ply(lbs)
>Add scab and scab with spacers as specified. Chords Tens.Comp. Chords Tens. Comp.
>Remove shoring. T-S 1574 0 P-O 3968 0
(S)Add 2X4 x 8-0-0 HF#2 or better scab to each face. S-R 3512 0 O-N 3515 0
Attach one scab,centered on notch,with Simspson R-Q 3512 0 N-M 1573 0
SDS 1/4"X3.0" screws at 3"o.c.On the opposite face, Q-P 3971 0
add 2X4 x 8-0-0 HF#2 with spacers each side of cut for
full wood to wood contact.Scab and spacer to be attach
with SDS 1/4"X 4.50"screws at 3"o.c.Minimum number Maximum Web Forces Per Ply(lbs)
of screws each face are indicated by circles. Webs Tens.Comp. Webs Tens. Comp.
Edge distance,end distance and spacing for fasteners T-B 0-1777 O-H 664 0
shall be sufficient to prevent splitting of the wood. B-S 1330 0 H-N 0 -876
See drawing 171.19.0915.45722 S-D 0 -869 N-K 1328 0
for lumber,plates,and other data not shown here. D-Q 510 0 K-M 0 -1776
Construct the field repair or modification in accordance
with the design and situation decribed above. Q PROF
.../04.��,
�5 GINE /O
19575 �� y9
i
it
i> /
OREGON J
9 'iso.20,19°" Q.
RO&D W•N�
Renews 6/3 0120 21
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc.
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.o.Box468
Trusses require extreme care in fabricating,handling shipping,installin and bracing. Refer to and follow the latest edition of BCSI(BuildingCORNELIUS OR 97113
Component Safety Information,by TPI and SBCA)for safety practices prior to perforing these functions. Installers shall provide temporary
(503)357-2118 Ext
bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections 63,B7 or B10,
as applicable. Applplatess to each face oftrussand position as shown above and on the Joint"Details, unless noted otherwise. (tefer to
, ALPINE'
drawings 160A-Z for sandard 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,TwCOMPANY
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 f profession f n in ring responsibility solelyfor the d sign shown. The suit ability B351 Rovana Circle
and use of this drawing for any structures the responsibility of the Building Designer peANSi/TPI 1 Sgc.2.
For more information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;WI:www.tpinst.org;SBCA: www.sbcindustfy.com;ICC:www.iccsafe.org Sacramento,CA 95828
TRULOX INFORMATION DETAIL
TYPICAL OFF PANEL SPLICE DO NOT APPLY NAILS WITHIN 1/2" OF LUMBER TYPICAL PANEL POINT WITHOUT SPLICE
EDGES OR 1" OF LUMBER ENDS ON EACH FACE.
1/-" 11"I 1/2" AS SHOWN BY DASHED LINES. 1/2"1 r -1 r1/2" 1/2"
�— — —rNAILS MUST NOT SPLIT LUMBER.
-1— — 1U1111
- - I- 0 1 1 �
7 4,2"
'/2 0 II
1" 0 2" N _ i
1/ 1/2"
12 1-1---
0
TYPICAL FIT,T,FR -I— — — — — — —L
-1---
-7-
1/2"-\\-- Ay/2" 1/2"
y 1/2" Q 1/2"
, ` /A
1/2"
TYPICAL HEEL
PLATE AS /
SPECIFIED
` , / �1/2^ �� \ Q
ON SEALED ' TYPICAL PANEL POINT SPLICE
DESIGN _132: �/
1/2 \� \ / ( 1'2"-� r 1 L1/2" 1�
1/2"Allt‘k ,
1" 2' 1
1/2"
i li -10r___-- --- ----11-/2" 0 1
110 1. 1"
O 1/2 I I 1/2" _ _� 1/2"
1/2"
O 0 1___ ___ I p " —r
TRULOX PLATE APPLIEDOVEROVER J___ — — L___` — — —L
OTHER PLATES. T-- 0 - —r
1/2"
4:1
I 1/2"
1/2"-1 L 1 r1/2" 1" 1"
mop PROpS
� �GtN.4. SAO TRULOX PLATING
NOTES: C9
(n) IS THE REQUIRED NUMBER OF 0.120" X 1.375" NAILS, OR EQUAL PER FACE 19575 9'
aY
PER PLY AS SPE( hD ON THE SEALED DESIGN REFERENCING THIS DETAIL.
�y .41. 1 6 0
r Q04292640!'-.
LOCATES PLATE CORNER OR FLUSH EDGE.
/Q�4(L I ❑ LOCATES PLATE CENTER.
�j--�J OREGON (1)
AN ITINOOMPANY
"Ven.20,59Cfb r i
ROL D W•N� PAGE 1 OF 1
1a hCity,9Lakefront M 633
rive
E045DATE 10/01/14
Renews 6t3012021
CLR Reinforcing Vemoer Suostitution
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. ,�
Attach with 10d (0.128'x3.0',min) nails
Notes: at 6' o.c. Reinforcing member is ,,
a minimum 80% of web
This detail is only applicable for changing the specified CLR member length.
shown on single ply sealed designs to T-reinforcement or
L-reinforecement or scab reinforcement.
Alternative reinforcement specified In chart below may be conservative. 4,
For minimum alternative reinforcement, re-run design with appropriate
reinforcement type, m X
Use scabs instead of L- or T- reinforcement on webs with intersecting
truss Joints, such as K-web Joints, that may interfere with proper
application along the narrow face of the web.
T-Reinf. L-Reinf.
Web Member Specified CLR Alternative Reinforecement Scab Reinforcement:
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. MI
Attach with 10d (0.128'x3.0',min) nails
2x6 1 row 2x4 1-2x6 at 6' oz. Reinforcing member is a
2x6 2 rows 2x6 2-2x4010 minimum 80% of web member length.
2x8 1 row 2x6 1-2x8
2x8 2 rows 2x6 2-2x600
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. I
010 Center scab on wide face of web. Apply (1) scab to each
face of web.
N.
winIARNINGlimi READ AND MUM/ALL NOTES ON THIS BRAVING'prTrusaewweDIPORTANTIlw FURNISHTHIS
IfS BRAVING TO
n�a l,CINTRACTORS Installing �yaIST LL Refer to and y�(���o NOF.tV.t%� TC LL PSF REF CLR Subst.
precesw .til tAe,. e,t had eslfa!fib;. Instetl;ttn it;tr° ery brecnrd b�otrto SLdwrd follow the latest edition of SCSI Guiding Corponent Safety Infornatbn,by TPI and MA)for safety
C`''-' �G9576�-r 09 TC DL PSF DATE 01/02/19
- shalt have a property attached rigid ceiling Locations shown for pernenent lateral restraint of webs . r BC DL PS F DRWG BRCLBSUB0119
AIL—PPNC shall have bracing installed per DCSI sections B3,B7 or B10,as applicable. Apply plates to each faceBC LL PSF
of truss and position as shown above and on the Joint Details,unless noted otherwise.Refer to drawees 160A-2 for standard pate positions. ilsleq k/ •
1 i.
Alpine,a dvisbn of ITV Building Conporrnts Group Inc.shell not be responsible for any deviation from TOT. LD. PSF
f'1
AN WQ)mPANI this drawing,any failure to build h d the truss conformance with ANSI/TPI 1,or for heneseip,shipping,
installation I bracing of trusses. �1 OREGON
A seat on this drawing or cover pope lstrp this drawing,bw/cates acceptance of professional /\•
13723 Rive ort Drive engineering solely for the design show. The suitability and use of this drawing `en.2o,les% Q' DUR. FAC.
for any structure Is resporwd6INty of the Building Designer per NISI/TPI I Sect.
Suite 200 !l N
Maryland Heights,MO 63043 For Wore information see this Job's general notes page and these web sites. 'en.20
W. SPACING
ALPINE.eswatpkeits.coni TPD www.tphst.orgl SBCA.ecesb i dustry.orgb ICC:wwwiccsafe.org
Renews 6/30/2021
Commentary: Deflection and Camber
Camber may be built into trusses to compensate L = Span of' Truss (inches)
for the vertical deflection that results from the D = Depth of Truss at Deflection Point (inches)
application of loads. Providing camber has the -
following advantages:
Recommended Truss Deflection Limits
• Helps to ensure level ceilings and floors after
dead loads are applied, Truss Type L/D Deflection Limits
• Facilitates drainage -to avoid ponding on flat or Live Load Total Load
low slope roofs, Pitched Roof Trusses 24 L/240 (vertical) L/180 (vertical)
• Compensates for different deflection Floor of Room-In-Attic 24 L/360 (vertical) L/240 (vertical)
characteristics between adjacent trusses. Trusses
• Improves appearance of garage door headers Flat or Shallow Pitched 24 L/360 (vertical) L/240 (vertical)
and other tong spans that can appear to 'sag.' Roof Trusses
• Avoids 'dips' in roof ridgelines at the transition Residential Floor Trusses 24 L/360 (vertical) L/240 (vertical)
from the gable to adjacent clear span trusses.
Commercial Floor Trusses 20 L/480 (vertical) L/240 (vertical)
In accordance with ANSI/TPI 1 the Building Designer,
through the Construction Documents, shall provide the Scissors Trusses 24 0.75' (horizontal) 1,25' (horizontal)
location, direction, and magnitude of all loads attributable
to ponding that may occur due to the design of the roof
drainage system, The Building Designer shall also specify Truss Type Recommended Camber
any dead load, live load, and in-service creep deflection Pitched Trusses 1.00 x Deflection from Actual Dead Load
criteria for flat or low-slope roofs subject to ponding
loads.
Sloping Parallel 1.5 x Vertical Deflection from
The amount of camber is dependent on the truss type, Chord Trusses Actual Dead Load
span, loading, application, etceteras,
Floor Trusses (0,25 x Deflection from Live Load) +
More restrictive limits for allowable deflection and Actual Dead Load
slenderness ratio (L/D) may be required to help
control vibration, Flat Roof Trusses (025 x Deflection from Live Load) +
(1.5 x Design Dead Load Deflection)
The following tables are provided as guidelines for
limiting deflection and estimating camber. Conditions or Note: The actual dead load may be considerably less than
codes may exist that require exceeding these the design dead load.
recommendations, or past experience may warrant using
more stringent limitations.
lea QROF=womb.. ARI.READ MUM ALL NOTES u1 TINS raAVnea 'ca<'
=womb.. REF DEFLEC/CAMB
1.414PORTAIITIN FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TIE INSTALLERS. � G i N E 0
follorusthe lot rte extreme
care In
( fUnnL*,g Ctinponenant handling,
tor�N"talling lon,by'nalbnnwcl SICA Refer sef�ty 0 4�19575 �� p DATE 10/01/14
prnctkes prior to perfornbng these functions. Installers shell protide tenporerY�bentInp per SCSI. %h
Unless noted other ere,top chord shell hove properly ottoched sten tern:ahen*ng and button chord DRWG DEFLCAMB1014
shell Fnve n properly ettachetl rigid celUrq. Locntbns Share fpernenent Interni restraint of webs �,-1;
ALN(
_ shall have bracing installed per SCSI sections 13,17 or 110,airppnrobie. Apply plates to each face J�fr t�•,
I of truss and position as shown above and on the Joint Vetoes,unless noted otherwise.
Refer to drawings 160A-z for standard plate positions. OREGON
Alplx,a dvision of ITV Buedng Conponents Gr Inc shall not be responsible for any deviation frog AN RW COMPANY this dation,any felon to hued Sine truss h nl ornance with ANSI/TPI 1,o for hand Mg shgKdng •� 9n,2g,199% Q
installation n&brach",of trusses.
A seal on this drawing or cover pope listing lids drawing,indicates acceptance of professional
eng�er.tng yy solely for the design shown. The snatablity and use of this drawing
ALO W
13389 Lakefront Drive for any stru[tu a �tM refporlsLilty of the 10 ebg Designer per NSIYTPI I Sect.
Earth City,MO 63045 For fore hfornation see this Job's general notes page and these web sites. Renews 6/3012021
ALPINE,wrwalpowltscon,TPU we.tpist.orgl SIC&swssbcidstryargi ICC,www.lccsofearg