APPROVED BLD PLN RESUB1 BLD2021-1612+Architectural_Plan+3.6.2022_7.10.06_PM+2719954GENERAL NOTES
AREA CALCULATIONS
BUILDING CODE 2018 IRC/ IBC
GENERAL REQUIREMENTS
NON -HEATED AREAS SQUARE FOOTAGE
REPLACED BACK DECK 477
ALL WORK SHALL COMPLY WITH THE 2018 EDITION OF THE INTERNATIONAL BUILDING CODE (STRUCTURAL DESIGN),
INTERNATIONAL RESIDENTIAL CODE (ORDINANCE), MOST RECENT EDITION OF THE UNIFORM PLUMBING CODE,
INTERNATIONAL MECHANICAL CODE, NATIONAL ELECTRIC CODE, WASHINGTON STATE ENERGY CODE, ANY STATE
NEW BACK STAIRWAY 75
NEW FRONT CANOPY OVER ENTRY 48
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AND LOCAL AMENDMENTS, AND ANY APPLICABLE LAND USE CODE.
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THE OWNER/BUILDER SHALL BE RESPONSIBLE FOR DEVELOPING CONSTRUCTION DETAILS NECESSARY TO
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CONSTRUCT A WEATHER TIGHT, DURABLE BUILDING. ALL FLASHING, WEATHERPROOFING, ROOFING AND
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WATERPROOFING DETAILS AND CONSTRUCTION OF THESE DETAIL ASSEMBLIES ARE THE FULL AND COMPLETE
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RESPONSIBILITY OF THE OWNER/BUILDER AND THESE DETAILS SHALL BE CONSTRUCTED PER MANUFACTURER
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REQUIREMENTS, BUILDING CODE REQUIREMENTS AND ACCEPTED INDUSTRY STANDARDS FOR PERFORMANCE.
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THE DESIGNER HAS NOT BEEN CONTRACTED TO PERFORM CONSTRUCTION ADMINISTRATION SERVICES OR
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CONSTRUCTION OBSERVATION SERVICES FOR THIS PROJECT AND IS NOT LIABLE OR RESPONSIBLE FOR
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DETERMINING ADEQUACY OF CONSTRUCTION OF BUILDING ENVELOPE OR DETAILS. THE OWNER/BUILDER SHALL
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BE RESPONSIBLE FOR INSPECTING AND VERIFYING THAT ALL FLASHING, WEATHERPROOFING, ROOFING AND
WATERPROOFING DETAILS ARE BUILT CORRECTLY AND MEET OWNER/BUILDER'S APPROVAL BEFORE BEING
COVERED BY SUBSEQUENT CONSTRUCTION WORK. USE OF THESE PLANS BY ANYONE OTHER THAN THE
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INTENDED OWNER/BUILDER IS NOT PERMITTED.
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ANY REDUNDANCY BETWEEN THESE NOTES AND S-SHEETS THE S-SHEETS SHALL SUPERSEDE.
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SITE WORK
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1. BACKFILL FOUNDATION DRAIN AT PERIMETER OF BUILDING WITH COURSE GRANULAR FILL. (1 1/2-3/8
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CLEAN WASHED ROCK WITH MIN. 12"WIDE BLANKET EXTENDING TO FINISHED GRADE.) PROTECT DRAIN
TILE AND WATERPROOFING.
2. ROUGH GRADING SHALL PROVIDE POSITIVE DRAINAGE AWAY FROM BUILDING. TRENCH TO ELEVATIONS
DRAWING INDEX
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BELOW FROST LINE FOR STORM DRAINS, WATER LINES, SEWERS, AND IRRIGATION SLEEVES.
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3. PROVIDE PERFORATED PLASTIC PIPE FOUNDATION DRAINS WHERE SHOWN IN DRAWINGS. CONNECT TO
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ROOF AND STORM WATER SYSTEM. IN JURISDICTIONS REQUIRING SEPARATE ROOF DRAIN LINES,
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PROVIDE TIGHT LINE CONNECTED TO ROOF DRAINS IN ADDITION TO PERFORATED DRAIN LINES.
4. ROCKERIES AND RETAINING WALLS SHALL BE DESIGNED BY A LICENSED ENGINEER AND INSTALLED PER
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APPLICABLE CODE.
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SHEET N0. DESCRIPTION
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MECHANICAL
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SITE PLAN
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1. PLUMBING SYSTEMS SHALL BE DESIGNED AND INSTALLED BY A COMPETENT, EXPERIENCED PLUMBER AND
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COVER SHEET, INDEX, GENERAL NOTES
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IN ACCORDANCE WITH THE UNIFORM PLUMBING CODE AND LOCAL CODES.
2. HVAC SYSTEMS SHALL BE DESIGNED AND INSTALLED BY A COMPETENT AND EXPERIENCED MECHANICAL
A2
ELEVATIONS
CONTRACTOR IN ACCORDANCE WITH THE INTERNATIONAL MECHANICAL CODE, 2018 IRC, AND LOCAL CODES.
A3
ELEVATIONS
PROVIDE DOCUMENTATION OF FURNACE A.F.U.E. DUCTWORK INSULATION SHALL CONFORM TO THE
WASHINGTON STATE ENERGY CODE. WHEN INSTALLED IN GARAGE, HEATING UNITS SHALL BE PLACED SUCH
THAT ALL PILOT LIGHTS, BURNERS, HEATING ELEMENTS, OR SWITCHES ARE LOCATED A MIN. OF 18" ABOVE
THE GARAGE FLOOR.
A4
S1
1ST FLOOR PLAN
STRUCTURAL NOTES/SCHEDULES
S2
STRUCTURAL FRAMING PLANS
THERMAL AND MOISTURE
1. INSULATION REQUIREMENTS SHALL MEET OR EXCEED THE LATEST EDITION OF THE WASHINGTON ENERGY
CODE OR ENERGY CODE ADOPTED BY THE LOCAL JURISDICTION. INSULATION REQUIREMENTS SHALL BE
SHOWN ON PLANS OR ON A SEPARATE ENERGY CALCULATION SHEET.
2. APPLY 1 COAT (MIN) HEAVY BODIED ASPHALT BITUMINOUS DAMPPROFING TO EXTERIOR OF FOUNDATION
WALLS, FROM FOOTING TO FINISHED GRADE AT FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE
INTERIOR SPACES AND FLOORS BELOW GRADE.. (R406.1)
3. APPLY APPROPRIATE WATER REPELLENTS TO ANY MASONRY, CEMENT, PLASTER, OR STUCCO PER
MANUFACTURER'S INSTRUCTIONS.
4. PROVIDE 6 MIL BLACK POLYETHYLENE VAPOR BARRIER IN ALL CRAWLSPACE AREAS, LAPPED AT ALL SPLICES
AND OVER FOOTINGS.
8311 TALBOT ROAD EDMON DS WA
98026
FINISHES
GARAGE CEILINGS BENEATH HABITABLE SPACES SHALL BE COVERED WITH 5/8" TYPE "X" GYPSUM WALL BOARD.
GARAGE CEILINGS BENEATH ATTIC OR NON LIVING SPACE SHALL BE COVER WITH 5/8" GYPSUM WALL BOARD.
WALLS AND STRUCTURE SEPARATING RESIDENTIAL AND GARAGE SPACES SHALL BE COVERED WITH 1/2" GYPSUM
WALL BOARD. ALL GARAGE GYPSUM WALLBOARD SHALL HAVE JOINTS FIRETAPED WITH NAILS SET AND
COMPOUNDED. ALL OTHER WALLS SHALL RECEIVE 1/2" GYPSUM WALLBOARD. CEILINGS WITH JOISTS/ TRUSS
SPACES GREATER THAN 16" SHALL RECEIVE 5/8" GYPSUM WALLBOARD OR 1/2" GYPSUM CEILING BOARD. WALLS
SURROUNDING TUBS OR SHOWERS SHALL BE COVERED WITH WATER-RESISTANT GYPSUM WALL BOARD. WATER-
PROOF SURFACE TO A HEIGHT OF 72" ABOVE ADJACENT FLOOR. ANY CEMENT PLASTER OR STUCCO SHALL BE
INSTALLED IN ACCORDANCE WITH NORTHWEST WALL AND CEILING BUREAU RECOMMENDATIONS FOR MATERIALS,
BACKING, LATH, APPLICATION TECHNIQUES, AND FINISHES.
SYMBOL L E G E N D
ELECTRICAL
SYSTEMS SHALL BE DESIGNED AND INSTALLED BY A COMPETENT AND EXPERIENCED ELECTRICAL CONTRACTOR IN
ACCORDANCE WITH MOST CURENT STATE AND LOCAL ELECTRICAL CODE. ELECTRICAL SCHEMATICS PROVIDED IN
CARBON MONOXIDE DETECTOR
OO INTERCONNECTED 110v w/ BATTERY BACKUP
THIS SET OF PLANS ARE FOR REFERENCE LAYOUT ONLY.
C�O� CAN BE COMBINED w/ S.D.
O SMOKE DETECTOR
FI R ESTO P P I N G
s.D. INTERCONNECTED 110v w/ BATTERY BACKUP
O EXHAUST FAN (VENT TO OUTSIDE)
APPROVE D
FIRESTOPPING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND
HORIZONTAL) AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND
THE ROOF SPACE. FIRESTOPPING SHALL BE PROVIDED IN WOOD FRAME CONSTRUCTION IN THE FOLLOWING
O KEYNOTE
PLANS MUST B E
LOCATIONS:
1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES NOT TO EXCEED
CEILING
101 DOOR SCHEDULE SYMBOL
O N JOB SIT E
10'-0" HORIZONTALLY, AND AT THE AND FLOOR LEVEL.
2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR
11 WINDOW SCHEDULE SYMBOL
AT SOFFITS, DROP CEILINGS, COVE CEILINGS, ETC.
3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN AND WALL
� REVISION- SEE DESCRIPTION IN
CAVITIES IN LINE WITH STRINGERS.
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4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CHIMNEYS AND FIREPLACES AT CEILING AND FLOOR LEVEL,
WITH NON-COMBUSTABLE MATERIALS.
1 SIM� DETAIL SYMBOL
101 SIMILAR DETAIL
DETAIL N0.
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City Of Edmond s
MISCELLANEOUS
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SHEET NO.
SIM
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Building epa t e t
Building Department
1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ETC. IN THE FIELD PRIOR TO PROCEEDING.
2. VERIFY SIZE AND LOCATION OF ALL OPENINGS IN THE FLOOR, ROOF, AND WALL WITH MECHANICAL AND
ELECTRICAL WORK.
1 BUILDING CROSS SECTION
A10
__. DETAIL NO.
APPROVED PI�nS
Work DECK &COVERED ENTRY
3. EXTERIOR OPENINGS TO THE WEATHER SHALL BE FLASHED AND COUNTER -FLASHED IN SUCH A MANNER AS
SHEET NO.
__________
Address 8311 TALBOT RD
TO MAKE THEM WATERPROOF. ROOF FLASHING PER R903.
4. GUARDRAILS TO BE A MIN. OF 36" ABOVE FINISH FLOOR. (R312) (EXCEPTIONS TO COMMERCIAL PER LB.C.)
5. OPEN GUARDRAILS TO HAVE INTERMEDIATE RAILS OR PICKETS PLACED SUCH THAT A SPHERE 4" IN
Room na me � -ROOM NAME
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Owner SIVILLE
DIAMETER CANNOT PASS THROUGH.
APPROVED BY PLANNING
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ALL WORK SUBJECT
Approved Date 03-14-2022
Building Official Q�(f/`j ��Q� /���
TO FIELD
Mar 11 2022
INSPECTION FOR
Permit Number BLD2021-1612
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Know what's b@IOW. STATE LAW REQUIRES THAT YOU CALL BEFORE YOU DIG TO
Call before dig. LOCATE ALL UNDERGROUND UTILITIES.
CODE C O M P L I A N C E
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PROJECT NAME
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LIMIT OF LIABILITY
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NOTICE... Adoption of these
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relating to the accuracy and
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overall integrity of these plans.
The Owner and/or Contractor
must inspect all dimensions
and details in these plans for
PO BOX 12863 MILL CREEK, WA 98082
errors or omissions prior to
construction.
206.954.4145 PH
email: info@lerendesign.com
lerendesi n.com
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34' - 6" 34' - 6"
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PRINT DATE 3/6/2022 5:30:19 PM
EXAMPLE PHOTO ONLY
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4'-6" 25'-6"
NEW STAIRWAY - _ 36" MIN. GUARDRAIL
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PROJECT NO.
210906
DESIGNED BY
TL
DRAWN BY
TL & RM
CHECKED BY
TL
SHEET NO.
PRINT DATE 3/6/2022 5:34:22 PM
GENERAL NOTES
All design and construction shall conform to the requirements of the 2018 International Building
Code.
Contractor shall verify all levels, dimensions and existing conditions in field before proceeding with
any construction or demolition. Contractor shall notify the Architect of any discrepancies or field
changes
Contractor shall be responsible for all safety precautions and the methods, techniques, sequences or
procedures required to perform the work. Contractor shall provide adequate shoring and bracing of
all structural members, existing construction and soil excavations as required, in a manner suitable
to the work sequence. Temporary shoring and bracing shall not be removed until all final
connections have been completed in accordance with the drawings and materials have achieved
design strength. Foundations walls greater than 4 feet shall not be backfilled until the floor framing
and all connections to the floor framing per these details are complete.
CHANGES: No changes to these structural drawings are permitted without written consent of the
Engineer. Changes will be billed to the client, owner or contractor at the Engineer's hourly rate.
SUBMITTALS: Shop drawings shall be submitted to the Architect prior to any fabrication or
construction for all the following:
Structural steel, steel canopies, glued -laminated members and pre -manufactured wood
members.
Design drawings and calculations, for pre -manufactured wood trusses and joists shall bear the seal
and signature of the Washington State Registered Professional Engineer who is responsible for the
design, and shall be submitted to the Architect and Building official for review prior to fabrication.
DESIGN LOADS
LIVE LOADS: Live loads are determined in accordance with ASCE Ch. 4
L = = 60 PSF (Balcony)
SNOW LOADS: Snow loads are determined in accordance with ASCE Ch. 7 with the following
Factors:
Ground Snow Load Pg = 20 psf Ct = 1.0 Ce = 1.0
Roof Snow Load Ps = 25 psf Is = 1.0
WIND LOADS: Wind loads are based on ASCE 7 Ch. 28 (Envelope Procedure) with the following
factors:
Exposure Category = B
Velocity (3 sec) = 100 mph (ult) Kzt = 1.0
Design wind pressured for determining forces on components and cladding are determined in
accordance with ASCE 7 Chapter 30.
SEISMIC LOADS: Seismic loads are based on the Equivalent Lateral Force Procedure in ASCE 7-16
Section 12.8 with the following factors:
Risk Category = II Ss = 1.29
Site Class = D S1 = 0.508
Design Category = D SDS = 0.863
R = 6.5 (wood shear wall) SD1 = 0.607
Ie = 1.0 Cs = 0.345 (ult.)
FOUNDATIONS
Concrete foundations shall be placed on Bearing Ground defined as follows. Bearing Ground shall be
stiff, competent, non -expansive, undisturbed native soil. Where native soil is inadequate for bearing,
foundations shall be placed on structural fill mixed and compacted in accordance with specifications
provided by a Washington State licensed Geotechnical Engineer. Prior to construction, the
contractor shall verify the Bearing Ground has minimum allowable bearing pressure = 2000 psf.
Bottom of footing elevation shall be located at minimum frost depth 18" below top of finished grade
unless required otherwise by the Building Official. The contractor shall confirm the minimum frost
depth with the Building Official prior to excavation.
CONCRETE
Concrete work shall comply, in general, with ACI 301 (latest edition) "Specifications for Structural
Concrete for Buildings."
CONCRETE MIXES: Concrete mixes shall conform ACI 318 Ch. 5. Minimum concrete strength f'c at
28 days shall be as follows:
Slab -on -grade, Curbs and Pads - 2000 psi
Footings - 2500 psi
Walls, Stems - 3000 psi (2500 psi used for structural design)
Water/cement ratio shall be measured by weight and shall be based on the total cementitious
material. Water/cement ratio shall be determined by the supplier based on strength requirements
and shall not exceed 0.55. Water -reducing admixtures may be incorporated in concrete mix designs
but shall conform to ASTM C 464, and be used in accordance with the manufacturer's
recommendations. CaCI and other water -solvable chloride admixtures shall not be used.
REINFORCING STEEL: All reinforcing shall be deformed bar (rebar) with bar diameters specified in
these drawings and properties below:
All reinforcing unless noted otherwise - ASTM A615, Grade 60
#3 stirrups and ties - ASTM A615, Grade 40
Welded rebar - ASTM A706, Grade 60
Galvanized Welded Wire Fabric - ASTM A165
Reinforcing steel shall be detailed in accordance with ACI 315 "Manual of Standard Practice for
Detailing Reinforced Concrete Structures."
Reinforcing steel shall be lapped as noted on the drawings. Where lap length is not shown,
reinforcing bars shall be lapped as follows:
#5 and smaller - 48 bar diameters
#6 and larger - 60 bar diameters
Minimum concrete cover over reinforcing shall be as follows:
Nonstructural Slab -on -grade - Mid -Depth
Wall Bars: interior face - 3/4"
exposed to earth/weather - 1-1/2" (#5 and smaller)
2" (#6 and larger)
Footings: Bottom Bars - 3" (cast against earth)
Top Bars - 1-1/2"
Side Bars - 2"
Provide supports as required for proper alignment and concrete cover around the reinforcement.
Consult the CRSI Manual of Standard Practice MSP-1 for specific information.
WOOD
SAWN LUMBER: Structural sawn lumber shall be kiln dried and be of the species and grade noted
below or better:
Use Grade Fb si
Wall Studs Hem Fir Stud 675
Plates &Planks Hem Fir #2 850
Joists &Rafters Hem Fir #2 850
4x Beams Douglas Fir -Larch #2 900
6x Beams Douglas Fir -Larch #2 875
Posts Douglas Fir -Larch #2 750
2x4 T&G Decking Douglas Fir -Larch Select 1750
All lumber and plywood exposed to weather or water or in contact with concrete, stucco, masonry
or other cementitious materials shall be treated with an E.P.A. acceptable wood preservative, such
as Alkaline -Copper -Quaternary "ACQ" or Copper Azole "CBA" type A and B.
All wood connectors shall be manufactured by Simpson Strong Tie Company (or approved equal),
and of the size and type shown on the drawings. All wood connectors in contact with
preservative -treated wood shall be Triple Zinc G-185 galvanized (1.85 oz/sq ft coating).
MINIMUM WOOD NAILING REQUIREMENTS: Unless otherwise noted on the drawings, typical wood
framing shall be fastened as follows. See IBC Table 2304.10.1 for fastener alternatives not shown.
Location Min. Nail Quantity/Spacing Type*
Beams (built up 2x's) 3" x 0.131" 24" o.c. T&B* FN
EF* staggered
Blocking -to joists, rafters, trusses 3" x 0.131" 2 each end TN
or studs
-to top plates 3" x 0.131" 3 TN
Bottom plate -to joist, rim joist 3" x 0.131" 12" o.c. FN
or blocking
-to studs 3" x 0.131" 3 EN
Header (built up 2x's) 16d box 12" o.c. T&B FN
Header -to studs 3" x 0.131" 4 TN
Joist
-to supports
3" x 0.131"
3
TN
-to rim joist
3" x 0.131"
4
EN
Rafter
-to supports
3" x 0.131"
4
TN, EN
Rim Joist
-to sill or blocking
3" x 0.131"
6" o.c.
TN
Stud
-to Stud
3" x 0.131"
12" o.c.
FN
-to top/bottom plate
3" x 0.131"
4
TN
Top plate
-to top plate
3" x 0.131"
12" o.c.
FN
-to studs
3" x 0.131"
3
EN
-laps at corners and
3" x 0.131"
3
FN
intersections
Truss to top plate 3" x 0.131" 4 TN
*EN =end nail, FN =face nail, TN =toe nail, EF = "each face", T&B = "top and bottom"
RATED SHEATHING: Wood structural panels shall bear the APA trademark of the American Plywood
Association. Sheathing shall be as follows:
Roof Shtg APA rated 15/32" 32/16 C-D INT with Exterior Glue (CDX or OSB)
Sub Floor Shtg APA rated 3/4" 48/24 T&G C-D INT with Exterior Glue
Sheathing shall be orientated over the supports as shown on the drawings. Shear wall sheathing
shall be blocked at all panel edges as shown in the shear wall schedule.
GLUED LAMINATED MEMBERS: Glued Laminated members shall each bear an AITC identification
mark and be accompanied by an AITC certificate of conformance. One coat of end sealer shall be
applied immediately after trimming either shop or field. Members shall be Visual Graded Western
Species Inductrual, Architectural or Premium grade with strength as follows:
Plan Symbol Common Name Species Fb E
GLULAM Glulam DF 24F-V4 DF/DF 2400/1850 psi 1,800,000 psi
GLULAM V8 Glulam DF 24F-V8 DF/DF 2400/2400 psi 1,800,000 psi
STRUCTURAL STEEL
STEEL MATERIALS
Structural Steel Grade 50, ASTM A-992, ASTM A-572
Connection material, embedded items, ASTM A-36
channels, angles, plates, mist.
Structural Tubes ASTM A-500, Grade B
Structural Bolts ASTM A-325-N, A-325-SC, A-490-N, A490-C
Threaded Anchor Rods ASTM F-1554, Grade 55
Welding Electrodes 70 KSI Low Hydrogen
FABRICATION AND ERECTION shall conform to the requirements of the IBC chapter 22. All
members are to be erected with natural camper upward. Substitution of member sizes or steel
grade will not be allowed without prior approval of the Architect. All bolted connections are to be
ASTM A-325 or A-490 unless otherwise noted. The Contractor shall be responsible for all erection
aids and joint preparations that include, but not limited to, erections angles, lift holes and other
aids, welding procedures, required root openings, root face dimensions, groove angles, backing
WELDING: All welding shall be in conformance with AISC and AWS Standards, and shall be
performed by AWS-WABO certivied welders using 70 KSI electrodes and low hydrogen processes.
Only welds that are prequalified, as defined by AWS, or qualified testing shall be used. Shop
drawings shall show all welding with AWS A2.4 symbols. Welds shown on the drawings are
minimum sized based on plate thickness. Minimum weld size shall be 3/16 inch, unless noted
otherwise. The welds shown are for the final connections. Field weld symbols are shown where the
field weld is required by the structural design. Where field weld is not indicated, the Contractor is
responsible for determining if a weld should be shop- or field -welded in order to facilitate the
structural steel erection.
Base plate grout shall be nonshrink type with minimum f'c = 8000 psi.
RECOMMENDED INSPECTIONS
The following recommended minimum items shall be inspected by a qualified individual provided
by the Building Official:
-Footings bear on competent native soil per the "Foundations" section above
-Footing reinforcement
-Verify type, size and grade of structural steel members and bolts
TYPICAL DETAILS
In addition to the details and schedules on the framing plans, those noted as "Typical" shall be
used throughout the structure as applicable.
STRUCTURAL NOTES
TYPICAL CONCRETE FOUNDATION � 1
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• • •
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GUARDRAIL AI
ATTACHMENT BY OTHE
PER IRC REQUIREMEN
STEEL COLUMN
'ER PLAN
_EVELING GROUT
'ER STRUCT. NOTES
2) #3 TIES IN
TOP 5"
4) #4 VERT.
BOWELS
=DOTING PER
'LAN
STEEL COLUMN TO FOOTING � 2
)OR BOUNDARY NAILING
DIAPHRAGM NAILING SCHEDULE
NAIL SPACING
NAIL SPACING AT
AT BOUNDARIES
INTERMEDIATE
NAIL SPACING
BLKG
SIZE OF
AND "OTHER"
FRAMING
AT BLOCKED
LOCATION
SHEATHING
REQD
NAIL
PANEL EDGES
MEMBERS
PANEL JOINTS
ROOF
SEE STRUCT
NOTES
NO
lOd
6" OC
12" OC
6" OC
SUB-FLR
NO
lOd &GLUE
6" OC
12" OC
6" OC
DIAPHRAGM NOTES
1. ALL DIAPHRAGM SHEATHING IS TO BE STAGGERED IN THE DIRECTION OF THE PLYWOOD SPAN PER
DIAPHRAGM DETAIL
2. PROVIDE BOUNDARY NAILING CONTINUOUS AROUND THE ENTIRE PERIMETER OF THE DIAPHRAGM
3. NAILS SHALL BE COMMON OR GALVANIZED BOX
4. ALL FRAMING MEMBERS SHALL BE 2x MINIMUM NOMINAL WIDTH
BLOCKED DIAPHRAGM TYPICAL CONTINUOUS
WHERE INDICATED L L �PANELJOINT
17 li 17 � I, IJ CI IJ � I: 11
BOUNDARY �I 11 n 11 �I' w rl IJ �F 11
NAILING :t 11 11
li 11 li TOP PLATE
IJ �I: II II Il II IJ
BLOCKED CONTINUOUS �I dl: IJ
PANEL JOINT U Ij , � Ij "OTHER" PANEL
Id li of U fl � ]I: I� EDGE NAILING
INTERMEDIATE JOIST/TRUSS
NAILING
DIAPHRAGM DETAIL
TYPICAL DIAPHRAGM NAILING � $
I Hardware and fasteners in contact with
preservative -treated wood shall be of �
' hot -dipped zinc galvanized steel, I
stainless steel, silicon bronze or copper.
,In the absence of manufacturer's recommendations
Ia minimum of ASTM A 653 type G185zinc-coated I
galvanized steel, or equivalent, shall be used. �
L IRC R317.3.1 IBC 2304.10.5.1 I
PT 2x LEDGER WITH
SDS25312 AT 4" o.c. FLOOR BOUNDARY
STAGGERED TOP AND NAILING
BOTTOM 2x8 NAILER RIPPED TO MATCH
VERIFY EXISTING 2x BEAM WIDTH A34 TOP PLATE TO (2)
DECK JOISTS PER PLAN RIM JOIST.
CLOSEST TRUSSES/RAFTERS
� � 5/" DIA BOLTS AT 24" o.c. TO 4x6 POST
DTT2Z w/ %"� THREADED J � VERIFY EXISTING
ANCHOR WITHIN 24" OF EACH 2x FLOOR JOISTS
END OF DECK AND AT 8 FT o.c.
ALIGN FACE OF DECK JOISTS DBL TOP PLATE
WITH FLOOR JOISTS.
SECTION AT DECK LEDGER � 4
21/z°
0 STEEL
DER PLAN
SLATE w/
25N BOLTS
STEEL BEAM TO STEEL COLUMN � 7
10
CK JOISTS PER PLAN
NGERS PER PLAN
,, � DEL BEAM PER PLAN
SECTION AT STEEL BEAM
1%4" DIA. F1554 GRADE 36 THREAD Ri
CLEVIS w/MIN. %4" C
%4" KERF PLATE WITH (2) %"Sb THRI
INVERTED HANGER PI
ROOFBOUNDARYf
BEAM PER PLAN
(2) SDS25600
(TOENAIL)
SD525312 AT 16" o.c. (TO
EACH STUD)
FLOOR BOUNDARY NAILING
SECTION AT AWNING 112
Ross
Engineering
Desig n
Inc
ryan. ross@rossengineer.com
ELECTRONIC COPY
ORIGINAL ON FILE AT
ROSS ENGINEERING DESIGN
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FILE/ NO.
21062
DESIGNED BY
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DRAWN BY
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CHECKED BY
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SHEET:
PRINT DATE 10 / 27 / 2021
DECK FRAMING
SCALE: 1/4" = 1'-0"
NOTE:
ALL DECKING MATERIAL SHALL CONFORM
w/ I.R.C. &LOCAL CODES. NAIL ALL DECKING
OR SHEATHING TO JOISTS w/RING
SHANKED HOT DIPPED GALV. NAILS. ALL
RAILING AND PANEL SYSTEMS
INSTALLED PER IRC AND MFG. SPECS. TO
MEET MIN. 200# POINT LOAD. ALL OPENINGS
SHALL BE SPACED SUCH THAT A 4" SPHERE
CANNOT PASS THROUGH.
WALLS UNDER
FLOOR PERIMETER
FLOOR JOISTS
HEADERS &BEAMS
CONCRETE SLAB
EXISTING
I INSTALL PER MANUFACTURER'S APPROVED I
SPECIFICATIONS AND HAVE A COPY
AVAILABLE FOR USE BY INSPECTION STAFF I
RAILING PER OWNER /BUILDER
SPECIFICATION
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"L" FLASHING w/ DRIP EDGE
MAIN PLATE
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CONT. ALUM. GUTTER ON FASCIA
((
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BOARD PER ELEVATIONS
------------------------------------------�
PROVIDE CANT STRIP AND
FILLER
;MAINTAIN 1/4" PER FOOT FOR DRAINAGE. ;
FLASHING
/
1x-CEDAR WRAP
:REFERENCE IRC R905.15 �
HANGER PER SCHEDULE
POST CAP SCHEDULE
-
+------------------------------------------
2x12LEDGERATTACHEDTOEXISTINGRIM
/
ED
MAIN FLOOR a
4
I DECK CONSTRUCTION TO CONSIST OF APPROVED WOODS OF NATURAL.
RESISTANCE TO DECAY OR BE TREATED WOOD AND LABELED I
(ACCORDINGLY. •
.IRC R317.1 & R317.2
a d _ � ° a a ° a 4 a- a °° a o
1 BUILDING SECTION
S2 � SCALE: 1/2" = 1'-0"
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FOUNDATION PLAN
SCALE: 1/4" = 1'-0"
FLASHING ATTACHED TO
EXISTING WALL SHEATHING
NDER EXISTING HOUSE WRAP)
CUT EXISTING SIDING
REMOVE EXISTING BELLY BAND
26 GA FLASHING (SILTY TRAPPED)
1x12 CEDAR FASCIA
— to�xl.c—.
ATTACHED TO EXISTING RIM
w/ (4) 16d NAILS .
LEGEND
STEM WALL
— —FOOTING
CONCRETE SLAB
EXISTING
LEDGER OVER EXISTING BRICK
SEE DETAIL
,p 12/S1
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12'-0"
S �i
\ BUILT-UP TPO ROOFING �
of SHEATHING PER STRUCTURAL
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HEADERS &BEAMS
ROOF LINES
SEE DETAIL
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SCALE: 1/4" = 1'-0"
ELECTRONIC COPY
ORIGINAL ON FILE AT
ROSS ENGINEERING DESIGN
POST, CAP &BASE SCHEDULE
SYM.
POST
CAP
BASE
NOTES:
P-01
4x4 PT HF#2
(2) LCE4
ABU44Z wl5/"Pi x5" TITEN HD
P-02
HSS4x4x1/4
SEE 7/S1
SEE 2/S1
P-03
4x6 DF#2
(2) SDS25600
(2) SDS25600
NOTE:
SOLID BLOCKING BETWEEN FLOOR @POINT LOAD BLOCKING TO BE EQUAL TO OR GREATER THEN THE POST ABOVE
BEAM SCHEDULE
SYM.
BEAM
BM-01
4x8 DF#2
BM-02
(2) 2x12 HF#2 RIP TO MATCH JOISTS
BM-03
(2) 2x10 HF#2
BM-04
W12x30, Fy = 50 KSI
BM-05
4x8 PT HF#2
HANGER SCHEDULE
SYM.
HANGER
H-01
LU210 / LUC210
H-02
LU28 / LUC28
H-03
LUS210-2
H-04
WP28-2
H-05
HU48 INVERTED, MAX NAILS
CONCRETE FOOTING SCHEDULE
SYM.
FOOTING SIZE
RE -BAR
PLACEMENT
F-01
18" DIA. SEE 1/S1
(2) #4 EA. WAY
TOP AND BOTTOM
F-02
45"x45"x8"
(4) #4 EA. WAY
TOP AND BOTTOM
*EXTERIOR FOOTINGS SHALL BE MIN.
NOTE:
18" BELOW GRADE AND REST ON
BEARING SOIL.
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PROJECT NO. 210906
DESIGNED BY TL
DRAWN BY TL & RM
CHECKED BY TL
SHEET:
PRINT DATE 10/28/2021 7:05 AM