APPROVED BLD RESUB2 BLD2021-0801+Architectural SITE_Plan+2.18.2022_2.00.39_PM+2690591GONTRAGTOR TO VERIFY ALL LOT AND BUILDING DIMENSIONS BEFORE FROGEEDIN& WITH GONSTRUGTION
FPIIIFAIINI�111 MWO W05111,
PG A-1 SITE PLAN - RENI )ERIN65
PG A-2 ELEVATIONS
PG A-3 ELEVATIONS - FOUNPATION
PG A-4 FLOORPLANS - SECTION
0
rN MYamN4LE ► LL(I IlJI�S` 5` 11
SITE P LAN PARCEL # 00434205503400
SCALE: 1 " = 10'-0" N
THE NCBDC BOARD OF EXAMINERS,
HAVING QUALIFIED BY EXAMINATION,
CONFIRMS BY USE AND SIGNATURE OF
THE NCBDC PROFESSIONAL SEAL ON
THIS DOCUMENT,
P4 Affm ,4wde4dm
IS RECOGNIZED AS A,
Certified Professional
Building Designer
WITH ALL RIGHTS AND PRIVILEDGES
ATTENDANT THERETO AS A MEMBER
OF THE,
National council of
BuildinggDesigner
Certification
m�
��
O
zc`v�
p 0
0
�
z
OHO
Q
oz
m
r- ILIm
z
Z
N
W
Q
LU
MEMBER
A I
B'DR
A'S+L-MOAN INKTITUTE of
RTTTT.TITNG DESIGN
cERTIFlED PROF6N 1AIL L BUILDING DESIGNER
• NATIONAL COUNCIL OF •
PATE:
JUNE 10, 2021
REV15EP:
5EFT 5. 2021
AUTHORIZATION AND RIGHT TO
PRACTICE AS PROVIDED UNDER THEA-1
w
PROVISIONS OF RCW 18.08.410,
PRACTICE OF ARCHITECTURE, CHAPTER
OF EXEMPT AREAS OF PRACTICE
WA. ST. LEGISLATURE, 1985
GONTRAGTOR TO VERIFY ALL LOT AND BUILDING DIMENSIONS BEFORE FROGEEDIN& WITH GONSTRUGTION
F05T TO E
w/FLAT R<
SOUTH ELEVATION (EXISTING)
SCALE: 1 /4" = V-0"
METAL 5TA
SEAM ROC
51DIN6 TO MATC
3/4 x 10" (EXF.)
NEV
5GALE: 1/4" = V—OII
m�
m
DL z
ul
tS)Q-
zc`v�
��
p 0
�Q0
m v
�
rN
z
OHO
Lu
Q
<m
3 1
m
U)Im
z
Z
NZk
W
Q
N
z
0
}
w
w
MEMBER
A I
B'DR
AMY-IUCAN TNKTIT'UTE of
RTTTT.TITNG DESIGN
CERTIFIED PROF6N 1AIL L BUILDING DESIGNER
• NATIONAL COUNCIL OF •
DATE:
JUNE 10, 2021
REV15EP:
5EFT 5, 2021
A-2
GONTRAGTOR TO VERIFY ALL LOT AND BUILDING DIMENSIONS BEFORE FROGEE171N& WITH GONSTRUGTION
. ... . ... ..
•
MAX. 18" O.G. d
WITHIN 12" OF 2x6 HF FRAMING
CORNER, 7" MIN.
1/2" PIA. x 10" A.B. @ 16" O.G.
EXI5TIN&
(RETRO FIT)
EXISTING 4" CONCRETE SLAB
12" #4 REBAR STU55 DRILLED AND
EPDXIED INTO EXI5TIN6 WALL 8 FTC, W/
4" MIN EMBEDMENT
NEW FND/FTG
EXI5TING TO NEW
CONNECTION DETAIL
/ N.T.5.
0
/ NEW 6" FND WALL $ FOOTING \
W/BUCKOUT FOR SLAB PASSOVER
1'-4 1/2" 16'-3" 1'-4 1/2''
19'
FOUNDATION PLANT
SCALE: 1/4" = 1'-O"
1/2" GDX PLYWOOD
or 7/16" OSB
GRADE
4"SOLID PIPE
TO STORM SEWER
2x4" P.T. MUD SILL
1/2" PIA. x 10" A.B.
MAX. 18" O.G. & WITHIN
12" OF CORNER, 7" MIN.
EMBEDMENT
4" REINF.
GONGRETE SLAB
#4 REBAR @ 24" O.G.
#4 CONT. REBAR
(HORIZONTAL)
�I
4" PERF PIPE SET I I � 2 - #4 GONT.REBAR
IN DRAIN ROCK 14„
OAR AO �N17
1 /2
EXISTING SER I REMODEL OARAOE
EXIST CARPORT I EXISTING SER
EAST ELEVATION (NEW)
SCALE: 1/4" = 1'—O"
EXISTING SER . REMODEL OARAOE
SER
COW u 3
w
Q
m�
�0
0
zc`v�
p 0
�
z
OHO
I
Q
o 7-
m
��m
Z
N
W
Q
MEMBER
A I
BDR
AMY-IUCAN 1N5'1ITUTE of
RTTTT,DTNG DESIGN
cERTIFlED —F681— BUILDING DESIGNER
• NATIONAL COUNCIL OF •
�G
2
O
O
Cos � C
ci o"
DATE:
JUNE 10, 2021
REVISED:
SEPT 5. 2021
A-3
CONTRACTOR TO VERIFY ALL LOT AND BUILDING DIMENSIONS BEFORE PROGEEDIN& WITH GONSTRUGTION
GARAGE REMODEL
SCALE: 1 /4" = V-O"
EXISTII,
POST E
AND Pc
2x6 IN—F
FRAMIN(
NEW FTC
w/STEM
SEGTION
SCALE: 1 /2" = V-OII
A w
TING
T BASE
POST
� IN —FILL
&,MING
=TG
=M WALL
m�
O
m
ul
zc`v�
m
�
rN
z
OHO
Q
oz
m
��m
Z
N
W
Q
MEMBER
A I
B'DR
A'S+L-MOAN TNKTIT'UTE of
RTTTT.TITNG DESIGN
CERTIFIED PROF6N 1AIL L BUILDING DESIGNER
• NATIONAL COUNCIL OF •
PATE:
JUNE 10, 2021
REV15EP:
5EPT 5, 2021
A-4
FEZ
FOUNDATION PLAN
SCALE: 1 /4" = 1' - 0"
SIMPSON HDU2 OR
STHD14 PER DETAIL
E/S 1.
LRP
SHEARWALL PLAN
SCALE: 1 /4" = 1' - 0"
XISTING CARPORT
=OUNDATION, TYP.
STEM
L/FOOTING PER
\IL A/S1
FRAME BETWEEN
POSTS W/ 2X6 DF/HF�
STUDS @ 16" O.C.
U
Vj
04 MANUFACTURED 04
o TRUSSES @ 24" O.C. o
x I I x
H9'-0") 4X12 DF#2 GARAGE DOOR HEADER
NOTE TO TRUSS COMPANY:
GABLE END TRUSS IS DROPPED 5.5" TO ACCOMMODATE
OUTLOOKERS. DEE DETAIL'D' ON THIS SHEET.
ROOF FRAMING PLAN
SCALE: 'I /4" = 1'- 0"
SHEAR WALL LEGEND
PER SHEAR WALL TABLE, S1
SHEARWALLS ARE PW, PRESCRIPTIVE SHEAR
WALL, UNLESS NOTED OTHERWISE. 7/16" OSB OR
PW = 15/32" PLY ON ONE SIDE OF WALL, UNBLOCKED,
8d NAILS AT 6" O.C. ALONG EDGES, 12" O.C. IN
THE FIELD. HOLD DOWNS ARE NOT REQUIRED.
ANCHOR BOLTS REQUIRED PER TYPICAL DETAIL
BELOW.
LATERAL RESTRAINT PANEL PER LATERAL
RESTRAINT PANEL DETAIL'E', S1.
SIMPSON HDU2 OR
STHD14 PER DETAIL
E/S 1.
LRP
SHEAR WALL TABLE
SHEATHING ON
EDGE NAILING /
MIN. THICKNESS
LATERAL RESISTANCE (PLF)
WALL
PANEL
SHEATHING
ONE OR BOTH
EDGES BLOCKED
NAIL SIZE
FIELD NAILING
LOAD TRANSFER
OF EDGE
SIDES OF WALL
OR UNBLOCKED
O
DISTANCE (MAX)
O
MEMBERS &SILL
PLATE
WIND
SEISMIC
PW
�16" OSB OR 1V32"
ONE
UNBLOCKED
8d
6" / 12" O.C.
NO
2X (NOMINAL)
300
240
PLY 1 4
10 PLY = CDX, C-C, OR C-D PLYWOOD. OSB OF SIMILAR THICKNESS AND SPAN RATING MAY BE SUBSTITUTED FOR PLYWOOD.
02 NAILS SHALL BE COMMON OR GALVANIZED BOX, UNLESS NOTED OTHERWISE.
3 FOR WALLS DESIGNED TO HAVE LOADS TRANSFERED AROUND THE WINDOW OPENINGS, DOUBLE STUDS MUST BE PLACED ON EITHER SIDE OF EACH WINDOW
WITH EDGE NAILING ALONG BOTH STUDS.
® NO HOLD-DOWNS ARE REQUIRED FOR THIS SHEARWALL
NOTES:
(1) AS AN ALTERNATIVE TO THE SSTB20 HOLD-DOWN ANCHOR BOLTS, USE $" ALL-THREAD/THREADED ROD A-307 WITH A MINIMUM EMBED
OF 10". USE SIMPSON EPDXY -TIE BOLT SYSTEM WITH "SET" HIGH STRENGTH EPDXY. CONCRETE MUST BE AT LEAST 7 DAYS OLD.
(2) UNLESS NOTED OTHERWISE, ALL EXTERIOR WALLS SHALL BE CONSTRUCTED IN ACCORDANCE WITH PW (PRESCRIPTIVE WALL).
(3) ALL CONNECTIONS NOT SHOWN ABOVE, SHALL CONFORM TO IBC TABLE 2304.10.1.
A*-]2X
SINGLE TOP END OF
[PLATE OPTIONAL HEADER
HEADER PER PLAN
SYM
. MSTC28 STRAP
FASTEN ALL SHEATHING TO
w
HEADER WITH 8D NAILS IN A 3"
Q w
GRID AS SHOWN AND 3" O.C. IN
0-o
ALL FRAMING (STUDS AND SILLS).
J z
(2) 2X STUDS
� d
oo
1/2" OSB OR PLY SHEATHING
w
J
ON BOTH SIDES OF WALL
p 0-
PANEL SPLICE (IF NEEDED)
X O
SHALL OCCUR WITHIN 24" OF
w w
MID -HEIGHT. (2) 2X BLOCKING
Q
IS REQUIRED FASTEN
C�
BLOCKING TOGETHER WITH
z
16D NAILS @ 3" O.C.
Q
w0
16 CD/OSB
$" DIA. X 10 ANCHOR
2X6 STUDS @ 16" O.C. BOLTS @ 48" O.C. 7" MIN.
EMBEDMENT INTO CONC.
#4 CONT. AT TOP
OF STEM WALL
4" CONC. SLAB
6" MIN.
/\ 4" DIA.
FOR VERTICAL AND / TIGHT LINE z
HORIZONTAL REBAR,
SEE REBAR TABLE jG
(2) #4 CONTINUOUS / 4" DIAMETER
REBAR IN BASE OF `� PERFORATED DRAIN
FOOTING 5 16" 5 PIPE SET IN GRAVEL
GARAGE
24" LONG #4 REBAR EPDXIED MIN.
4" INTO EXISTING FOUNDATION
STEM WALL.
] v °
Q.
°
d
�
v d .
NEW FOUNDATIO
ROWS OF 16D
ILS @ 3" O.C.
OSB OR PLY
HEATHING
EQUIRED ON
DTH SIDES
SIMPSON HDU2 OR STHD14
HOLD DOWN PER PLAN •• o
2X6 BLOCK ON TOP
OF SILL PLATE
Ak
2X6 PT SILL PLATES
SSTB20 OR 5/8"X16" THREADED ROD
DRILLED & EOPXY'D W/ 8" EMBED.
g" DIA. A.B. 7"
a MIN EMBED.
a 16t,
°
SECA-A
A
(EILATERAL RESTRAINT PANEL
SCALE: 1/2" = V-0"
ANCHOR BOLTS
1. 05/8"X10" LONG @ 48" O.C. MAX.
2. MIN. 2 PER SILL.
3. WITHIN 12" FROM SILL END.
1-3/4" 4. 3"X3"X1/4" SQUARE WASHER FOR ANCHOR BOLTS, TYP.
MIN.
U
OK TO DRILL &
EPDXY TO
EXISTING FDN.
EMBED MIN. 7"
ANCHOR BOLTS TO SILL PLATE
EXISTING
FOUNDATION
v
(2) 24" LONG #4 REBAR
EPDXIED MIN. 4" INTO
EXISTING FOOTING.
#4 REBAR WITHIN
TOP 6" OF WALL
HORIZONTALS
VERTICALS - ALTERNATE
HOOK DIRECTION
(2) #4 CONTINUOUS
HORIZONTALS IN FTG.
HEIGHT'H' IN
VERTICAL
HORIZONTAL
FEET
REINFORCING
REINFORCING
QTY. (1) #4
0' - 2'
#4 @ 4' O.C.
WITHIN 6" OF
TOP OF WALL
2'- 4'
#4 @ 24" O.C.
#4 @ 24" O.C.
Q 4'-6'
#4@12"O.C.
#4@12"O.C.
1Q FOOTING FOR 4' - 6' FOUNDATION TO BE 24" WIDE
X 8" THICK AND STEM WALL TO BE 8" WIDE.
REBAR TABLE
2X BLOCKIN
SIMPSON H1 E
EACH TRUSS
TOP OF FULL
LENGTH SHEATHING
TRUSS/RAFTER
EN = EDGE NAILING, 8d NAILS @ 6" O.C.
BN = BOUNDARY NAILING, 8d nails @ 12" O.C.
TYPICAL WALL TO ROOF CONNECTION
CONNECT CDX PLY TO TOP
CHORD WITH 10d @ 6" O.C.
CONNECT TOP CHORD OF END TRUSS TO
WALL WITH (1) 1/4"X4-1/2" SIMPSON SIDS
SCREWS @ 16" O.C. INTO EACH STUD
FLASHING REQUIRED
1/2" CDX CONNECTED WITH 10d
NAILS AT 6" O.C. ALONG EDGES,
12" O.C. IN THE FIELD
TRUSS PER PLAN
END TRUSS TOP CHORD
SCALE: N.T.S.
2X4 BLOCKING AT 8' O.C.
ROOF SHEATHING
(4) 12d NAILS-\
(2) 12d NAILS
TRUSS
C
MIAR]
(2) 12d NAILS
24" MIN.
SIMP. H1 @ EACH
OUTLOOKER
(2) #10X4" LONG
WOOD SCREWS
2X4 BLOCKING AT 8' O.C.J
(4) 12d NAILS-/
SIMPSON A23 @ 32" O.C.
36" MAX.
8d NAILS 2X6 D.F.2 @ 24" O.C.
@6"O.C. OUTLOOKERS ON EDGE
,2X BARGE NAIL TO EACH
OUTLOOKER WITH (2) 16d NAILS
DROP END TRUSS 5.5"
FOR OUTLOOKERS
GABLE END TO BE SHEATHED WITH 7/16"
OSB OR 15/32" PLY UP TO BOTTOM OF
OUTLOOKER. END NAIL 8d @ 6" O.C.
`2X4 DIAGONAL BRACING AT 8' O.C.
\-END NAIL 8d @ 8" O.C.
—2X6 STUD WALL
NOTE: GABLE END TRUSS BOTTOM CHORD TO BE 5-1/2"
LOWER TO ALLOW FOR 2X6 D.F. OUTLOOKERS ON EDGE
SCALE: 3/4" = 1'-0" DROPPED END TRUSS
z
Q
W
Y
0 W
U'
0
z
J
Z
Q
I
I
�0
5
�U
Q
�
N
W
C
ti
I
I
Q
p
N
N
T_
z
0
67
T_
N
W
>
W
W N p
> W
m � }
LLJ p} m W m J
p
N W Z) uJ Q � Q
N W Y 0O� W
Lu i Z= U m 0� m J
r —
N p W Q
W U a_
2�
z�
I�
o�
cl) 2
0
= U
O v
M Z
w c-
fI�
v
2
N
00 O
0-)
Z CD00
Z�
z
0
a
W
ao0W
U
U
U
_ Z
H .-. Z
c —
WccC�
w
Z
a. CZ
LJJ
z
Z
or-LU
W
a W
Z
QY
z W
W
0>_J
fn
J Z
v
z—
Z
W (D
W m Z
U 2 100
W
z
0 }
06@�
�
J
Lu
>- W W
Lu �
N J W
JJJLO0 OQL
5.
�
m
�
�Nm
WJS J
p}tip
^ —
('1nLu
W
m
p m� p
� m 0
z
O_
Q
U_
LL
U
L1J
0-
U)
J
Q
U
U
O
U)
Q
Q
�
Q
o
z
U)
>_
ui
z
�_
>
O
o
Ljj
N
ti
W
Q
z
O
0
L1J
DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE
S1 of 2
STANDARD STRUCTURAL SPECIFICATIONS - 2018 IRC
INTRODUCTION
The Standard Structural Specifications are guidelines and structural requirements for construction of typical
residential structures. The intent of this document is to provide general structural requirements for the project.
Builder, contractor, and other parties involved are required to read this document and are responsible for
meeting the requirements specified within. Contact the engineer of record with any questions or concerns.
DESIGN CRITERIA
J
DESIGN PARAMETER
VALUE
SOURCE
Q
Seismic Design Category
'D1'
IBC 1613
W
Risk Category
fill
IBC Table 1604.5
Wind Exposure Category
'B'
IBC 1609.4.3
Q
Basic Wind Speed (3-second gust)
110 MPH
IBC Figure 1609.3(1)
Design Wind Load
16 PSF
ASCE 7-16 28.6-1
LOAD SOURCE
LIVE LOAD
DEAD LOAD
J
Roofs
20 psf
15 psf
Q
V
Floors
40 psf
12 psf
Decks & Balconies
60 psf
10 psf
ry
Ground Snow Load
25 psf
-
LJJ
Exterior Wall
-
12 psf
Interior Wall
-
10 psf
Interior Partition
-
8 psf
Minimum uniform live loads come from 2018 IRC Table R301.5
DEFLECTION LIMITS
STRUCTURAL MEMBER
LIVE+DEAD
Roof (with flexible ceiling)
L/240
Roof (with brittle ceiling)
L/360
Rafter with slopes greater than 3:12 without ceiling
L/180
Floor Members
L/360
Horizontal Deflection (with flexible finish)
L/360
All other structural members
L/240
The above maximum deflection limits are required by 2018 IRC Table R301.7
Higher limits (less deflection) may be used at the engineer's discretion.
REFERENCE CODES & STANDARDS
• International Residential Code, IRC 2018
• Washington State Building Code, SBC 2018
• National Design Specification for Wood Construction, NDS 2018
• Wood Frame Construction Manual, WFCM 2018
• Building Code Requirements for Structural Concrete, ACI 318-19,
• Minimum Design Loads for Buildings And Other Structures, ASCE 7-16
• Steel Construction Manual, 15th Edition, AISC 2015
GENERAL REQUIREMENTS
Codes: All materials and work shall adhere to the minimum requirements of the Reference Codes & Standards
listed above. Contractor shall be responsible to comply with OSHA, State Labor, and Industry Standards.
Contractor assumes full responsibility of construction methods used, safety provisions employed, and the
finished condition of the structure.
Construction Personnel: Only competent personnel familiar with construction and safety practices relevant to the
project should be employed to assemble and construct the work.
Construction Methods and Project Safety: The project drawings and specifications represent the finished
structure and do not indicate methods, procedures, or sequence of construction. The builder must take
necessary precautions to maintain and ensure the integrity of the structure during construction. Bradley
Engineering, Inc. will not enforce safety measures or regulations, nor will the owner or designer. Therefore, the
contractor shall design, construct, and maintain all safety devices and follow all pertinent regulations.
Temporary Support: The builder must provide adequate temporary support to all walls, roofs, beams, and floors
during construction. Design of these supports are not included unless specifically shown. Contractor is
responsible for the adequacy of all temporary support systems.
Specifications: All notes, call -outs, and details included within this design package are required unless
specifically noted otherwise.
Verification: Verify all dimensions, elevations, and site conditions before starting work.
Errors: The contractor is responsible to check the plans and site conditions and to notify the
architect/designer/engineer/owner of any errors or omissions prior to the start of construction.
Conflicts: Notes and details on the structural drawings take precedence over the Standard Structural
Specifications and typical details. Written dimensions take precedence over scaled drawing dimensions.
Structural notes and details on the structural drawings take precedence over the architectural drawings.
Changes: Written approval from the engineer of record is required for any structural changes to the provided
drawings. Changes may be made 'in the field' with consent of Bradley Engineering. Please provide a red -lined
drawing or sketch of desired change(s) to provide context and applicable information prior to contacting
engineer. Please contact the engineer who performed the engineering for your project as noted on this drawing.
The engineering for this project was completed by T. HRUBY whose phone number is (360) 815-0863.
Substitutions: If connector or lumber product substitutions are desired, contractor shall provide manufacturer's
evaluation reports of proposed substitutions to the engineer/owner for approval.
Member Size: The member dimensions (e.g. depth and width of beams, columns, etc.) specified in these
drawings are structural minimums. It is acceptable to increase the size above what is specified.
Similar work: Where construction details are not shown or noted for any part of the project, the area shall be
constructed in the same manner as similar work shown on the drawings.
Modification of Structural Members: Cuts, notches, and holes bored in trusses, structural composite lumber,
glue -laminated members, or I -joists are prohibited except where permitted by the manufacturer's
recommendations or as shown on this page. (See ALLOWABLE HOLES)
Scope of Work: The scope of work of Bradley Engineering, Inc. is limited to the structural engineering and
analysis pertaining to the subject structure. Bradley Engineering, Inc. takes no responsibility for items not
specifically addressed in the drawings, calculations, or call -outs.
Completion of Work: Submittal of these structural drawings to the client completes the present scope of work
and budget of Bradley Engineering, Inc. Other consultation, design, calculations, sketches, inspection, etc. after
submittal of this report shall be billed on an hourly basis.
STRUCTURAL STEEL
Grade: Unless noted otherwise, the grade of steel members is as follows:
• Wide flange(W).................................................. ASTM A992 Steel Fy = 50 ksi Fu = 65 ksi
• HSS Tube (HSS)................................................. ASTM A500, Grade B or better. Fy = 46 ksi Fu = 58 ksi
• Channels, plates, angles ..................................... ASTM A36, Fy = 36 ksi Fu = 58 ksi.
• Bolts................................................................... ASTM A325 or better
• Anchor bolts ....................................................... ASTM F1554 or better
• #4 Rebar & Smaller ............................................ Grade 40 (Fy = 40 ksi or better)
• #5 Rebar & Larger .............................................. Grade 60 (Fy = 60 ksi or better)
Connections: Unless noted otherwise, steel to steel connections to be 1/4" continuous fillet weld. All structural
steel to be fabricated in accordance with the AISC manual of steel construction, latest edition.
Welding: Steel welding to be done using E70 electrodes, and conform to AWS D1.1, latest edition.
Washers: Provide standard washers under all nuts and anchor bolts
FOUNDATION
• Design Soil Bearing Pressure = 1,500 psf
• Frost Zone Depth = 18 inches
• Unless noted otherwise, concrete is designed with 2,500 psi strength and does not require special inspection.
The specified concrete strength (3,000 psi) is greater than design strength (2,500 psi)
Code: Cast -in -place concrete sizing, placing, and testing shall conform to ACI 318-19 and ACI 301-16
Geotechnical Report: Bradley Engineering strongly recommends that a geotechnical report be performed by a
qualified geotechnical engineer for all land based construction projects. If this information is not supplied, footings are
designed for 1,500 psf soil bearing pressure.
Earthwork: Call before you dig! Call '811'. Locate and protect underground conduit, plumbing, and utilities where work
is performed. Footings shall bear on undisturbed native soils and/or structural fill compacted in lifts of one foot or less
to 95% of a modified proctor per ASTM D1557. Soils shall be firm and unyielding. All organic and deleterious material
beneath the footings, foundations, and slabs to be removed and replaced with 4" min. compacted granular fill to 95%
relative compaction.
Structural Fill: Structural fill consists of clean, well -graded sandy gravel, gravelly sand, or other approved naturally
occurring granular material (e.g. pit run) with at least 30 percent retained on the No. 4 sieve, or a well -graded crushed
rock. In wet weather conditions, fill should have less than 5% fines. Soils with an over -optimum moisture content
should be scarified (i.e. turn over the soil) and dried during periods of dry weather or replaced with drier structural fill.
Surface Drainage: Finished grades are to be at least 6" below top of stem wall. Lots shall be graded to drain surface
water away from foundation walls. The grade shall fall a minimum of 6 inches within 10 feet. If 6 inches of fall is not
possible, grade shall be sloped min 2 percent away from the building.
Footings: All footings shall conform to accompanying structural details. Specified footing dimensions are minimums
unless noted otherwise. Bottom of footings to be below frost zone (18").
Footing Drains: Providing adequate drainage to retaining and basement walls is imperative. Footing drains shall be
provided at the base of all footings and retaining walls which will have earth placed against them. Washed drain rock
must extend to within one foot of finished grade. Footing drains shall be 4" perforated pipe routed down gradient to
daylight, unless otherwise specified.
Concrete: Mix and 28 day strength unless noted otherwise:
• Concrete compressive strength, fc = 3,000 psi (fc shall be evaluated at 28 days or 56 days for fly ash/slag)
• Concrete exposed to weather shall have air entrainment of 6% (+/-1.5%)
• Maximum water / cement ratio = 0.50
• 25% max fly ash... 50% max slag
Lifts: Concrete lifts shall be poured within 60 minutes of the previous lift
Temperature: Pour concrete at temperatures of 40 degrees and above.
Reinforced Concrete: Place all reinforcing per plans, details, and applicable code requirements. Lap all continuous
bars 48 X bar diameter minimum. For a typical continuous #4 bar (diameter = 0.5") the rebar lap is equal to 48 X 0.5"
= 24" minimum. Reinforcing bars, bolts, anchors, etc shall be securely tied in position prior to concrete placement.
Reinforcing steel shall be free of rust and coatings.
Anchor Bolts: Provide 5/8" diameter x 10" long wet -set or expansion anchor bolts @ 4' O.C. and within 6-12" of
corners with 3"x3"x0.229" square washers. 7" minimum anchor bolt embedment required.
Adhesive Anchors: Unless noted otherwise, epoxy anchors in concrete with Simpson SET-XP or Hilti HIT-HY 200-R or
equivalent epoxy, installed per manufacturer's guidelines. For extreme temperature applications, when long-term
temperature exceeds 110°F or is less than 0°F, use Simpson Set-3G.
Waterproofing: Waterproof all basement walls and slabs on grade. It is highly recommended to use asphalt
waterproofing sealer or Eucon Vandex AM-10 crystalline admixture. These waterproofing agents shall be installed per
the manufacturer's recommendations. At cold -joints, water -stops are highly recommended.
SLAB ON GRADE
Control Joints: Control joints (expansion, cold, or saw -cut) at 8'-12' O.C. required to mitigate shrinkage cracking.
Rebar or woven wire mesh (if installed) shall break at all control joints. Saw -cut joints within 12 hours of pour.
Garage Slabs: Unless noted otherwise, garage slab shall be 4" concrete slab over 10 mil poly vapor barrier over 4"
compacted granular fill. Rebar or woven wire mesh is optional unless specifically required: OK to use #3 rebar at 24"
O.C. each way or 6x6xW4 woven wire mesh.
Living Area Slabs: Unless noted otherwise, interior slabs shall be 4" concrete slab over 10 mil poly vapor barrier over
2" rigid insulation (where insulation is required) over 4" compacted granular fill.
Reinforcing: Reinforcing bars or woven wire mesh shall be placed 1-1/2" above the bottom of the slab.
Curing: Use water or membrane cure immediately after initial set for a minimum of 7 days. For water cure, hose it
down and keep it wet. For membrane curing, wet the concrete then cover with an impermeable membrane (e.g.
visqueen) or liquid membrane curing compound. Provide shade for concrete during curing.
Drainage: Garages, porches, and surfaces that are required to drain shall be sloped 1/8" per 1' or 1/4" per 1'
Concrete Topping: Concrete topping can not be installed on floors unless specifically detailed on the structural
drawings. The concrete topping shall be installed per manufacturer's specifications. The topping shall not exceed
1-1/2" in thickness and shall be less than or equal to 18 psf (i.e. >-12 psf per inch).
Non -Bearing Interior Wall to Slab Connection: Interior walls shall be connected to concrete slab with minimum
1/2"x5-1/2" long anchor bolts @ 6' O.C.. Wet -set, epoxied, expansion, or screwed (Simpson Titen HD) anchor bolts
are accpetable. If interior wall is not specifically denoted as a shear wall, it is acceptable to use 1/4"x4" split pins @
32" O.C. or 1/4"x4" Titen screws @ 32" O.C.
CRAWL SPACE
Vapor Barrier: Cover entire crawl space with class I vapor retardant (i.e. poly vapor barrier - 6 mil required, 10 mil
highly recommended). Extend 6" up foundation walls minimum.
Access: Access shall be provided to all under -floor spaces. Access openings through the floor shall be a min 18
inches b 24 inches. Openings throw h a perimeter wall shall be min 16 inches b 24 inches.
Y9 p Y
Foundation Ventilation: Provide min 1 square foot of crawl space ventilation per 150 square feet of crawl space area.
Space vents evenly to provide cross ventilation. Cover with $" corrosion resistant mesh screen.
THICKER
FLANGE
WIDTH
ALLOWABLE HOLES - I -Joists & I -Rafters
Minimum distance from hole to support. See Table A below Up to 1-1/2" hole may be cut anywhere
out -side of hatched zone. For holes larger
/No holes in than 1-1/2" diameter, refer to Table A
flange of I -Joist
n, 6, ElO ❑ O 6„
6" Lt 2 x D1 Di Closely grouped round LZ 2 x LZ �D2
No holes in minimum holes are allowable if the minimum
hatched zones group meets requirements
for round or square holes
Table A - Minimum Hole Distance From Support
JOIST
DEPTH
TJI Rating..
(Flange Width)
ROUND HOLE SIZE
RECTANGULAR HOLE SIZE
2"
3"
4"
2"
3"
4"
9y2„
210 (2-1/16")
1'-0"
1'-6"
2'-6"
1'-0"
2'-0"
2'-6"
360 (2-5/16")
1'-6"
2'4"
T-0"
1'-6"
2'-6"
T-6"
210 (2-1/16")
1.4.
1'-6"
2'-0"
1'-0"
1'-6"
2'-6"
11Y..360
(2-5/16")
1'-6"
2'-0"
T-0"
1'-6"
2'-6"
T-6"
210 (2-1116")
1'-0"
1'-0"
1'-0"
1'-0"
1'-0"
2'-0"
14"
360 (2-5/16")
1'-0"
1'-0"
1'-6"
1'-0"
1'-6"
2'-6"
• DO NOT, under any circumstances, cut or notch joist flanges (don't even think about it)
• Leave Y8" of web (minimum) at top and bottom of hole (i.e. do not cut within 1/8" of flange )
• Round or rectangular holes allowed according to Table A
• 1-1/2" max hole size in cantilever
• Ok to cut web in a similar fashion for any manufacturer's I -Joists. For Table A, Use Flange Width instead of TJI Rating
May want to refer to joist manufacturer's specifications and requirements
JOIST CONVERSION CHART
Trus Joist
Pacific Woodtech
Boise Cascade
Roseburg
Red Built
LP
TJI 210
PWI47
BC16000
RFP1400
Red-145
LP1530
TJI 360
PWI70
BC160
RFP170
LP136
PWI77
RFP170
Red-165
TJI 560
PWI90
BC190
RFP190
Red-190
LP156
OK to substitute the joists specified on drawings (TJI's) with joists listed in this table. Match the original
depth and spacing. OK to use thicker flange width than specified (e.g. use TJI 360 instead of TJI 210)
WOOD FRAMING
Default Wood Types: Unless noted otherwise, the material for a structural member is as shown:
• Beams, Posts, & Sawn Joists ............. Douglas Fir #2 (D.F.2)
• Studs & Plates ................................... Hem/Fir (H.F.) or Douglas Fir (D.F.)
• Blocking ............................................. Any solid 2X or rim joist material
• Rim Joists .......................................... Douglas Fir #2 (D.F.2) for solid sawn, manufactured rim for I -joists
• Glued -Laminated (dry -use) ................ D.F. 24F-V4 (GLB)
• Exposed Structural Members ............ Pressure Treated (P.T.)
• Glued -Laminated (wet -use) ............... Treat with Hi -Clear 11 by Permapost Products Co. in Hillsboro, OR
Moisture Content: The max moisture content shall be 19% at the time of installation of connectors, nails, and bolts
for framing members.
Pressure Treated Lumber: All members in contact with earth/concrete or exposed to the elements shall be pressure
treated or preservative treated (P.T.). Colorless end sealer shall be applied immediately to the ends of members
after fabrication and field trimming. Glulam beams (GLB's) which are exposed to the elements shall be treated with
Hi -Clear 11 by Permapost Products Co located in Hillsboro, OR.
Blocking: Provide 2X or engineered lumber full depth solid blocking between joists and rafters at beam and bearing
wall locations. Blocking is required at all bearing locations. Trusses, structural composite lumber, glued -laminated
members, and I -joists shall be supported laterally as required by the manufacturer's recommendations.
Bearing: For beams bearing on perpendicular walls or columns, Use a minimum 2-1/2" bearing length unless noted
otherwise. Use enough studs to match or exceed beam width unless noted otherwise.
Headers: Unless noted otherwise, headers to be 410 D.F.2, (2) 2x10 D.F.2, or 6x8 D.F.1
Glued Laminated Members: Glulam beams (GLB) shall be Douglas Fir -Larch, 24F-V4, dry use only
Engineered Lumber: Engineered lumber offers certain structural advantages over conventional sawn lumber. All
engineered lumber must be APA approved. Install per the aforementioned codes and relevant manufacturer's
installation guides for each type:
• Wood I -Joists: Used extensively in floor and roof framing (Trus Joist TJI's typically specified)
• Laminated Veneer Lumber (LVL): Minimum modulus of elasticity E = 2.0x10^6 psi
• Parallel Strand Lumber (PSL): Minimum modulus of elasticity E = 2.0x10^6 psi
• Laminated Strand Lumber (LSL): Minimum modulus of elasticity E = 2.0x10^6 psi
LVL Option to GLB and PSL's: Multi -ply LVL beams may be used in lieu of PSL or GLB, provided that they are
installed according to International Beams' Technical Bulletin TB-LVL-2
• Multi -ply LVL's shall be fastened together with min (3) rows 1/4" self -tapping screws @ 18" O.C., 1.5" minimum
embedment required in all members.
• (3) rows of 1/2" diameter through bolts @ 24" O.C. with 1/2" washers on each side is acceptable.
• The width and height of the multi -ply LVL beam must be equal or greater than the corresponding dimensions
called out for the respective GLB or PSL beam.
Solid Sawn Lumber Option to I -Joists: Solid sawn lumber may be preferred over I -joists due to cost or other
reasons. The following solid sawn lumber options may be used in lieu of engineering I -Joists (e.g. TJIs) without
approval from the engineer of record. Maintain original spacing (e.g. 12", 16", or 24" O.C.)
• 2x10 D.F.2's may be used in lieu of 9.5" TJI 210's
• 2x12 D.F.2's may be used in lieu of 11-7/8" TJI 210's
Wood Structural Panels: American Plywood Association (APA) rated sheathing is required for all wood structural
panels. Unless noted otherwise, the wood panel for each situation is:
• Roof Sheathing: 1/2" CDX (plywood with moisture resistant glue - highly recommended), CD (plywood), or
7/16" OSB (oriented strand board), with ply clips or T&G (tongue and groove). Nail with 10d nails at 6" O.C.
along edges, 12" O.C. in the field, no blocking required
• Prescriptive Exterior Wall Sheathing: 7/16" OSB or 15/32" CD ply, 8d nails at 6" O.C. along edges, 12" O.C. in
the field, no blocking required. All exterior walls to be sheathed per prescriptive requirements noted above
unless explicitly noted as a shearwall
• Prescriptive Interior Wall Sheathing: 1/2" Drywall (Gypsum Wall Board - GWB), screwed with 1-1/4" Type W or
S screws at 7" O.C. along edges, 7" O.C. in the field
• Floor Sheathing: 3/4" CD or OSB, nailed with 8d nails at 6" O.C. along edges, 12" O.C. in the field. glued with
construction adhesive prior to nailing, no blocking required (unless noted otherwise)
Shear Walls: See shear wall plans and shear wall table for sheathing grade, thickness, and nail spacing.
Stairs: Refer to R311.7 for stair framing and other requirements
Advanced Framing: Unless specifically approved by the engineer of record, advanced framing is not allowed.
Advanced framing may be a cost-effective and structurally adequate alternative to conventional framing, but
additional precautions must be taken. Advanced framing shall conform to the construction standards outlined in
APA's Advanced Framing Construction Guide (available on www.apawood.org).
Studs at Opening: Refer to table R603.7(1) to determine the number of jack and king studs required at each end of
an opening. Refer to table R603.7(2) for connection requirements.
Exterior Stud Walls: Use 2x6 studs @ 16" O.C. unless noted otherwise. 2x6 exterior stud walls are typically
desirable for insulation/energy code reasons (i.e. not structural reasons).
Interior Walls: Minimum 2x4 studs @ 16" O.C., unless required for plumbing/utility reasons
Wood Stud Holes & Notching: For wood studs 12' and less, it is permissible to cut notches and holes per the
following requirements. Notch/hole size shall not exceed the following max percentage of stud width:
• Bearing walls: Hole - 40% of total stud width, Notch - 25% of total stud width
• Non -bearing walls: Hole - 60% of total stud width, Notch - 40% of total stud width
• In all cases, hole edges must be at least 5/8" from edge of the stud
• OK to drill up to 1" diameter hole for studs up to 16' tall. Hole to be 5/8" from edge of stud.
• See IRC Figure R602.6(1) for visual description of stud holes & notching
DECKS & BALCONIES
Guardrails: Unless noted otherwise and detailed, guardrails to meet R312.1. Guardrails shall be 36" high min with
max opening size so that a 4" sphere cannot pass through. Guardrails shall be designed to withstand a 200 lb point
load applied in any direction and at any location on the top rail and shall be designed to withstand a uniform load of
50 Ib/ft applied horizontally to the top rail. Contractor/owner/inspector to physically verify (e.g. push & pull on top
rail) that the guardrails meet the IRC loading requirements mentioned above.
Attachment to House: All deck s. ledger connections shall conform to the details outlined on structural drawings.
g
For decks over 30 above grade, deck tension ties are required:
g q
• DTT2Z - (1) at each end of the deck (2 total)
• DTT1Z - (4) equally spaced along the length of deck
Hot Tubs on Decks: DO NOT INSTALL HOT TUBS ON DECKS unless specifically designed for hot tub.
Waterproofing: Bradley Engineering is not responsible for adequacy of waterproof membranes on decks which
cover living space.
STAIRWAYS
Stairs: Refer to R311.7 for stairway requirements
Handrails: Unless noted otherwise and detailed, handrails to meet R311.7.8.
ALLOWABLE HOLES - Solid or Eng. Lumber
No holes in 8X diameter of the Ok to completely -
hatched areas largest hole (min) Allowable remove this area
rL/8- i 8X hole zone �—L/8-
FD/2 D/14
D � D/2 O O
DA
L/4 L/2 L/4
L
Hole Size: The hole diameter should not exceed 2"
or 1/10 the beam depth, whichever is smaller. -
�2
• These guidelines are applicable to glued -laminated, solid sawn, and engineered
lumber (beams, headers, joists, rafters, etc)
• Uniform loads only, no point loads
• Round holes only
• No holes in cantilevers
• DO NOT cut, notch, or drill holes in headers or beams except as indicated in sketch
ABBREVIATIONS (Used
throughout structural drawings)
(E)
Existing
C.S.
Clear Span
INT.
Interior
STD
Standard
(N)
New
DBL
Double
MAX
Maximum
STR'L
Structural
A.B.
Anchor Bolt
EA.
Each
MANUF.
Manufacturer
S.S.
Select Structural
ARCH
Architectural
ELEV.
Elevation
MIN
Minimum
T.O.
Top Of
BLDG
Building
EXT.
Exterior
N/A
Not Applicable
TJI
Trus Joist, I Series
BLKG
Blocking
FDN
Foundation
O.C.
On Center
TPL
Triple
BM
Beam
FTG
Footing
Opp.
Opposite
TYP.
Typical
BTM
Bottom
GALV.
Galvanized
PLY
Plywood
U.N.O.
Unless Noted Otherwise
C
C Channel (Steel)
GA.
Gauge
P.T.
Pressure Treated
V.B.
Vapor Barrier
CL
Center Line
HDR
Header
REINF.
Reinforced
VERT.
Vertical
CMU
Conc. Masonry Unit
HORIZ.
Horizontal
REQ'D
Required
W/
With
CONC.
Concrete
HSS
Hollow Structural Section
SIM.
Similar
W/O
Without
CONT.
Continuous
INSUL.
Insulation
SPECS
Specifications
WF
Wide Flange (Steel)
RnnF_q
Manufactured Trusses: Unless stick framing is specified on structural drawings, wood trusses are to be engineered
by a truss manufacturer. If truss layout is not provided by truss manufacturer, the engineer assumes that trusses all
bear on exterior walls and do not bear on interior walls. Trusses and truss connections/hard-ware to be in
accordance with truss manufacturer's requirements. Do not modify or cut trusses without approval of truss
manufacturer.
Girder Trusses: Truss manufacturer to be responsible for placement of girder trusses. Install girder truss LGT tie
down or SDWC15600 screws to secure girder trusses as detailed on structural drawings. Number of studs
supporting girder truss to match plies of girder (e.g. 3-ply girder truss to bear on minimum 3 studs).
Lateral Bracing: Contractor to install lateral bracing in roof as specified by truss manufacturer.
Over -framing: Unless noted otherwise over -framing to be 2X6 @ 24" O.C. Overframing to be bear directly on top
of truss below. See rafter span chart below for max spans. Manufactured truss overframing is acceptable.
Access: Attic access shall be provided per R807.1. The rough framed opening size shall not be less than 22"X30"
and shall be located in a hallway or other readily accessible location.
Headers: Bearing wall headers to be 4X10 or 6X8 D.F.2 min (double 2x10 or triple 2x8 OK).
FRAMING CONNECTORS
Manufacturer: Simpson Strong -Tie construction connectors are specified, however, any nationally recognized brand
(e.g. Silver, KC, etc) may be used provided that they are equivalent in their ability to carry all applied loads in all
orientations.
Installation: All prefabricated items shall be installed in strict accordance with the manufacturer's recommendations
and requirements (locations, exposure, end and edge distances, fasteners, etc.).
Simpson Connectors: Unless noted otherwise on the structural drawings and details, the following Simpson
Strong -Tie construction connectors shall be used:
• Post Caps: CBTZ, PCZ/EPCZ, BC/BCS, CC, CCQ, ECC, ECCQ
• Post Bases: CPTZ, CBSQ, PB/PBS, ABA/ABU/ABW
• Joist Hangers: LUS/LU/U/HU/HUC, JB, HUTF/HUSTF (top -flange)
• I -Joist Hangers: IUS/MIU, ITS/MIT/HIT (top -flange)
• Beam Hangers: HU/HUC/HUCQ/HGUS, LEG/MEG/EG (top -flange)
• Rafter Hangers: LSU/LSSR/LSSJ, LRUZ
• Truss and Rafter Connection: H1, H2.5A, or SDWC15600 at each heel to double plate
• Holdowns: HDU/DTT with SSTB, STHD14, STHD14RJ Floor -to -floor Strap -Ties: HDU2, MST48
Fastener Requirements: The number and size of fasteners connecting wood members shall not be less than that
set forth in IRC Table R602.3 (fastening schedule)
Exposure: Any hardware or fasteners exposed to the elements or pressure treated lumber shall be heavy duty
galvanized or stainless steel in accordance with IRC 317.3
Staples: For roofs, floors and walls, the IRC permits 16 gage wire staples with a min 7/16" dia. crown (per Table
R602.3(1) footnote b).
SPAN TABLES
Please use the members specified on the structural drawings. Owner/contractor may substitute these members in
lieu of the originally specified members. The following joist and rafter span charts may be used to specify member
sizes, provided that the relevant loading conditions (below) are met. For questions on interpreting the charts or for
members which do not satisfy the charts' loading conditions, contact the engineer of record.
FLOOR JOIST OR BEAM
BEARING WALL BEARING WALL
OR BEAM OR BEAM
CLEAR SPAN (C.S.)
DEFINITION OF CLEAR SPAN:
DISTANCE FROM INSIDE OF
BEARING POINT TO INSIDE OF
OPPOSITE BEARING POINT
(i.e. UNSUPPORTED DISTANCE)
ENGINEERED I -JOIST (TJI) SIZING
MAX CLEAR SPAN
WITH 5/8" GYPSUM
TJI JOIST
MEMBER
MAX CLEAR SPAN
WITHOUT GYPSUM
TJI JOIST
MEMBER
15'-5"
9-1/2" TJ 1 210
14'-2"
9-1/2" TJ 1 210
18'-5"
11-7/8" TJ 1 210
1 T-1 "
11-7/8" TJ 1 210
19'-8"
11-7/8" TJ 1 360
18'-6"
11-7/8" TJ 1 360
20'-5"
14" TJ 1 210
19'-4"
14" TJ 1 210
2 V-7"
14" TJI 360
20'-5" —
14" TJI 360
22'- "
16" TJI 21
2 '-1 "
16" TJI 21
Assuming 4" Plywood glued and nailed to top surface. Gypsum and no gypsum bottom surface option is given above
Loading conditions: Live load = 40 psf; dead load = 10 psf; L/480; TJ Pro Rating = 42, Dry -use; 16" O.C. spacing
SOLID SAWN
MAX CLEAR SPAN
JOIST SIZING
2X SAWN MEMBER
5'-6"
2X4 D.F.2
8'-9"
2X6 D.F.2
1 V-6"
2X8 D.F.2
14'-9"
2X10 D.F.2
17'-6"
2X12 D.F.2
19'-6"
2X14 D.F.2
DECK JOIST SIZING
MAX CLEAR SPAN 2X SAWN MEMBER
5'-0"
- 2X4 P.T.
7'-6"
2X6 P.T.
10'-0"
2X8 P.T.
12'-9"
2X10 P.T.
15-9"
2X12 P.T.
18'-0"
2X14 P.T.
Loading conditions: Live load = 40 psf; dead load Loading conditions: Live load = 60 psf; dead load = 10 psf;
= 10 psf; L/480; Dry -use; 16" O.C. spacing L/360; Wet -use; 16" O.C. spacing; No tapered joists!
MAX CLEAR SPAN
D.F.2
ROOF RAFTER SIZING
2X SAWN MAX CLEAR SPAN
MEMBER D.F.2
TJI RAFTER
MEMBER
6'-10"
2X4 D.F.2
19'-0"
9-1/2" TJI 210
10'-4"
2X6 D.F.2
22'-3"
11-7/8" TJ 1 210
13'-2"
2X8 D.F.2
25'-0"
11-7/8" TJI 360
16'-3"
2X10 D.F.2
24'-3"
14" TJI 210
18'-10"
2X12 D.F.2
28'-6"
14" TJI 360
2 '-11"
2X14 D.F.2
2 '- "
16" TJ 1210
Loading conditions: Snow load = 25 psf; dead load = 10 psf; L/240; Dry -use; 24" O.C. spacing
W
CO Z
Q
Y
0 W
O
Z
U
JO
Z
>
p
� 2
0U
m
Q
�
N
W
C\1
N
0
N
�
N
�
Z
O
U)
N
W
>
d
W
>
}
om
0
}
}
W
}
m
}
W
w
N 0
0f
0}0
co0
Lu
0
N
N
W
WO�
Z)
LU
Y
Q
�
OO�
Q
-
u
W
�
Z=
U
m
�
co
LU
J-
Q
N
Z
F..:
LU =
U
0
W
U
Q
U)
2
ZO
U
U
W Z
W Z
ZW
(DW
ZZ
(D
UJ Z
W
w
W J
J o
C) 0�
Qm
m
U)
Z
0
Q
U_
LL
U
w
W
J
NQN
U
N)
VJ
0
Q
0
Z
W
rn
N
0
rn O
Q U
Z
Q Z
1:�
Z W
Z_ W
J z
J
W 0
LU CO Z
a \ >_I---
>-W W
J
� 0
Qcou?m
cif 3: U
Lu r� p
>}o>
0 co M 0
�U)
0
2 i0
co Z
COC
w G
LJJ
CV
ti
S2 of 2
= O
11_U
O v
11- M
O�
Z o Z
Z in
r W
a co W
11- ,Z
Wok
W to
a- �Z
W
W Q W
Q :06 Q
V 2 im
(n 11.-:Z J W
OQ�
� UF_
W J
5UQ
C
O
W
LLa0
DRAWING TO BE PRINTED ON 24"X36" IN ORDER TO BE SCALE