APPROVED Structural PlansI GENERAL STRUCTURAL NOTES
(THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS.)
A. GENERAL
1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL
CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL
BUILDING CODE {IBC}, 2018 EDITION, AS AMENDED BY LOCAL JURISDICTION.
2. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH
ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR
SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL
NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. SEE
ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND
WINDOW OPENINGS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF
MISCELLANEOUS MECHANICAL OPENINGS.
3. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND
THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM
HIS WORK. STRUCTURAL DESIGN OF THE BUILDING IS BASED ON RESISTANCE
TO DEAD LOADS, CODE SPECIFIED LATERAL LOADS, AND MAXIMUM EXPECTED
SERVICE LOADS. NO CONSIDERATION HAS BEEN GIVEN TO LOADS WHICH WILL
BE INDUCED BY ERECTION PROCEDURES. THE CONTRACTOR SHALL VERIFY, TO
THE SATISFACTION OF HIMSELF AND THE OWNER, THE ABILITY OF THE
STRUCTURE TO RESIST ALL ERECTION LOADS WITHOUT EXCEEDING THE
ALLOWABLE STRESSES OF THE MATERIALS USED. WHERE ERECTION LOADS WOULD
OVERSTRESS THE STRUCTURE, THE CONTRACTOR SHALL SUBMIT DESIGN
DOCUMENTS FOR TEMPORARY BRACING AND STRENGTHENING, INCLUDING
FABRICATION AND ERECTION DRAWINGS, TO THE ARCHITECT FOR REVIEW.
THESE DOCUMENTS SHALL BEAR THE SEAL AND SIGNATURE OF A REGISTERED
ENGINEER IN THE STATE OF WASHINGTON. THE CONTRACTOR SHALL
PROVIDE, INSTALL AND IF NECESSARY REMOVE SUCH TEMPORARY WORK AS
REQUIRED.
4. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO
THE ARCHITECT AND ENGINEER FOR APPROVAL PRIOR TO
FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY
WILL NOT SATISFY THIS REQUIREMENT.
5. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.
WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED, BUT ARE OF SIMILAR
CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE
USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE
ENGINEER.
6. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS
TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING
MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE
WITH INSTRUCTIONS PREPARED BY THE SUPPLIER.
7. INSPECTIONS: INSPECTIONS OF THE WOOD FRAMING, THE STEEL REBAR AND
WOOD FORMS FOR CONCRETE FOOTINGS & FOUNDATIONS, AND CONCRETE SLABS
ARE REQUIRED PER IBC SECTION 109.3.
8. PRE -MANUFACTURED, PRE-ENGINEERED STRUCTURAL COMPONENTS SHALL
BE DESIGNED BASED ON THE CRITERIA PRESENTED IN THE CONTRACT
DOCUMENTS. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE
CONFORMANCE, TEMPORARY AND PERMANENT BRACING AND ALL NECESSARY
CONNECTIONS, INCLUDING CONNECTIONS TO THE PRIMARY STRUCTURE, NOT
SPECIFICALLY CALLED OUT ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS.
SHOP DRAWINGS SHALL INDICATE THE MAGNITUDE AND DIRECTION OF ALL LOADS
IMPOSED ON THE PRIMARY STRUCTURE. SHOP DRAWINGS AND CALCULATIONS
SHALL BE SUBMITTED AS NOTED PREVIOUSLY.
B. DESIGN CRITERIA
1. DESIGN LOADS
ROOF LIVE LOAD 25 PSF (SNOW)
RESIDENTIAL LIVE LOAD 40 PSF
ALLOWABLE SOIL PRESSURE
1,500 PSF AT 1'-6" DEPTH
LATERAL EARTH PRESSURE
50 PCF
PASSIVE PRESSURE
300 PCF
COEFFICIENT OF FRICTION
0.4
2. LATERAL RESISTANCE SYSTEM: SHEATHED BEARING WALLS, ASCE 7-10
C. RENOVATION
DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING
ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS
REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. DEMOLITION DEBRIS
SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT
CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS
TO 40 PSF.
CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS
PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN
ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. THE
CONTRACTOR SHALL NOTIFY THE ARCHITECT AND ENGINEER IS EXISTING CONDITIONS
DETERMINED DURING WORK VARY FROM THE EXISTING CONSTRUCTION SHOWN ON THE
DRAWINGS.
EXISTING REINFORCING SHALL BE SAVED WHERE AND AS NOTED ON THE PLANS. SAW
CUTTING, IF AND WHERE USED, SHALL NO CUT EXISTING REINFORCING THAT IS TO BE
SAVED.
A. ALL NEW OPENINGS THROUGH EXISTING WALLS, SLABS, AND BEAMS SHALL BE
ACCOMPLISHED BY SAW CUTTING WHEREVER POSSIBLE. CORNERS SHALL NOT BE OVER
CUT.
B. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND LOCATION OF MEMBERS
PRIOR TO CUTTING ANY OPENINGS.
C. SMALL ROUND OPENINGS SHALL E ACCOMPLISHED BY CORE DRILLING.
D. WHERE NEW REINFORCING TERMINATES AT EXISTING CONCRETE, DRILL AND EPDXY
CONTRACTOR SHALL CHECK FOR DRY ROT AT ALL AREAS OF NEW WORK. ALL ROT SHALL BE
REMOVED AND DAMAGED MEMBERS SHALL BE REPLACED OR REPAIRED AS DIRECTED BY
THE ENGINEER OR ARCHITECT.
D. FOUNDATION
1. FOUNDATION EXCAVATION, BACKFILLAND COMPACTION SHALL CONFORM TO
SPECIFICATION REQUIREMENTS. THIS CONSTRUCTION WORK, INCLUDING
DRAINAGE, SHORING AND SUCH OTHER RELATED WORK AS REQUIRED, SHALL BE
CONDUCTED BY THE CONTRACTOR UNDER THE OBSERVATION AND DIRECTION OF
THE GEOTECHNICAL ENGINEER.
2. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED,
COMPACTED STRUCTURAL FILL OR BOTH) AT LEAST 18" BELOW LOWEST ADJACENT
FINISHED GRADE. MATERIAL TO BE COMPACTED TO 95% MINIMUM OF MAXIMUM
DRY DENSITY AS DETERMINED BYASTM ❑1557.
3. FOOTINGS MAY BE POURED IN NEAT EXCAVATIONS PROVIDED SIZE IS
INCREASED 3" AT EACH INTERFACE WITH SOIL.
4. ALL FOOTING EXCAVATIONS SHALL BE HAND CLEANED PRIOR TO PLACING
CONCRETE.
5. ALL ABANDONED FOOTINGS, UTILITIES, ETC. THAT INTERFERE WITH NEW
CONSTRUCTION SHALL BE REMOVED.
6. CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL
CRIBBING, SHEATHING, AND SHORING REQUIRED TO SAFELY RETAIN
EXCAVATIONS.
7. BACKFILL BEHIND ALL WALLS WITH WELL DRAINING, GRANULAR FILL
MATERIAL, AND PROVIDE PERFORATED PIPE DRAINS AS DESCRIBED IN THE
SOILS REPORT. BACKFILL BEHIND WALLS SHALL NOT BE PLACED BEFORE THE
WALL IS PROPERLY SUPPORTED BY THE FLOOR SLAB, OR TEMPORARY BRACING.
ALL FOOTINGS SHALL BE CENTERED BELOW CENTERLINE OF COLUMNS OR WALLS
ABOVE, UNLESS NOTED OTHERWISE.
E. CONCRETE
1. ULTIMATE STRENGTH DESIGN PER INTERNATIONAL BUILDING CODE AND
ACI 318-14
2. CONCRETE FOR FOOTINGS AND SLABS -ON -GRADE SHALL CONFORM TO A 28-
DAY STRENGTH OF fc = 2500 PSI, SHALL CONTAIN NOT LESS THAN 5-1/2
SACKS OF CEMENT PER CUBIC YARD, AND SHALL BE PROPORTIONED TO PRODUCE
A SLUMP OF 5" OR LESS. CONCRETE EXPOSED TO EARTH OR WEATHER SHALL HAVE A
28-DAY STRENGTH OF fc= 3000 psi.
THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY
BE CHANGED IF A CONCRETE DESIGN MIX IS SUBMITTED TO THE
ENGINEER AND THE BUILDING OFFICIAL FOR APPROVAL TWO WEEKS PRIOR TO
PLACEMENT OF CONCRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE
AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATES, WATER AND ADMIXTURES AS WEI
THE WATER -
CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA
IN ACCORDANCE WITH ACI 318, SECTION 5.3. CONTRACTOR MAINTAINS RESPONSIBILITY FC
SPECIFIED PERFORMANCE OF CONCRETE PRODUCTS.
ALL CONCRETE EXPOSED TO FREEZING TEMPERATURES WHILE CURING AND
ALL CONCRETE PERMANENTLY EXPOSED TO WEATHER SHALL BE AIR -ENTRAINED
WITH AN AIR -ENTRAINING AGENT CONFORMING TO IBC SECTION 1904.2. TOTAL
AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 1904.2.1 OF THE INTERNATIONAL
BUILDING CODE.
NO ADMIXTURES, OTHER THAN FOR AIR-ENTRAINMENTAS NOTED ABOVE,
SHALL BE USED WITHOUT PRIOR REVIEW BY THE ENGINEER.
ALL CONCRETE IN ELEVATED STRUCTURAL SLABS AND BEAMS SHALL BE
POURED MONOLITHICALLY UNLESS SHOWN OTHERWISE OR APPROVED BY THE
ENGINEER PRIOR TO PLACEMENT.
3. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM
A615 (INCLUDING SUPPLEMENT S1), GRADE 60, fy = 60,000 PSI.
EXCEPTIONS: ANY BARS SPECIFICALLY NOTED ON THE DRAWINGS AS
GRADE 40, fy = 40,000 PSI.
WELDED WIRE FABRIC: ASTM A82 AND ASTM Al85, SPLICE WITH AT LEAST ONE
FULL MESH. PLACE AT MID -DEPTH, OR SLIGHTLY ABOVE, OF SLAB. MATERIAL
TO BE SUPPLIED IN FLAT SHEETS.
4. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS)
IN ACCORDANCE WITH ACI 315-02. LAP ALL CONTINUOUS REINFORCEMENT PER
NOTE D.5. PROVIDE CORNER BARS AT ALL WALL INTERSECTIONS. LAP CORNER
BARS PER NOTE D.5. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM
OF 8" AT SIDES AND ENDS.
5. REINFORCING STEEL LAPS AND EMBEDMENT SHALL BE AS NOTED BELOW,
UNLESS NOTED OTHERWISE:
DEVELOPMENT LENGTH 48 BAR DIAM.
DEVELOPMENT LENGTH, top bar' 64 BAR DIAM.
LAP SPLICE LENGTH 64 BAR DIAM.
LAP SPLICE LENGTH, top bar" 80 BAR DIAM.
*TOP BARS ARE HORIZONTAL REINFORCEMENT SO PLACED THAT MORE THAN
12" OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR.
ALL HOOKS SHALL BE "STANDARD" IN ACCORDANCE WITH ACI 318.
REINFORCING SHALL NOT BE TACK WELDED.
6. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS
FOLLOWS:
FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE 3"
FORMED SURFACES EXPOSED TO EARTH (i.e. WALLS
BELOW GROUND) OR WEATHER 2"
SLABS AND WALLS (INTERIOR FACE) 1 112"
7. CONCRETE WALL REINFORCING - PROVIDE THE FOLLOWING UNLESS
DETAILED OTHERWISE:
6" WALLS #4 @ 16" HORIZ. #4 @ 18" VERTICAL 1 CURTAIN @ CENTER
8" WALLS #5 @ 18" HORIZ. #5 @ 18" VERTICAL 1 CURTAIN @ CENTER
8. EPDXY GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH
SIMPSON SET ADHESIVE BY SIMPSON STRONG TIE, PER ER-5729, FOLLOWING
MANUFACTURER'S INSTALLATION INSTRUCTIONS
ABBREVIATIONS
(THIS IS A COMPREHENSIVE LIST OF ABBREVIATIONS, SOME OF WHICH MAY NOTAPPEAR ON THESE DRAWINGS.)
F. CARPENTRY
1. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH
ANSI STANDARD A190.1. EACH MEMBER SHALL BEAR AN AITC OR APA EWS
IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BYAN AITC OR APA EWS
CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS
FIR COMBINATION 24F-V4, Fb = 2,400 PSI, Fv = 240 PSI. ALL
CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V8, Fb = 2400
PSI, Fv = 240 PSI. CAMBER ALL GLULAM BEAMS TO 2,000' RADIUS, UNLESS
SHOWN OTHERWISE ON THE PLANS.
2. FRAMING LUMBER SHALL BE GRADED AND MARKED IN CONFORMANCE WITH
WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER, LATEST EDITION.
FURNISH TO THE FOLLOWING MINIMUM STANDARDS:
MEMBER SIZE SPECIES GRADE MIN. BASIC DESIC
STRESS
JOISTS AND RAFTERS:
2x-3x
DF #2
Fb = 875 PSI
JOISTS AND RAFTERS:
4x
❑F #1
Fb = 1000 PSI
BEAMS AND STRINGERS:
6x-LRGR.
❑F #1
Fb = 1350 PSI
POSTS AND TIMBERS
6x-LRGR.
DF #1
Fc = 1000 PSI
TOP AND BOTTOM PLATE AT
SHEARWALLS & BEARING WALLS:
DF #2
Fb = 1000 PSI
STUDS, PLATES,&
MISC. LIGHT FRAMING:
❑F #2
Fb = 875 PSI
ALL LUMBER WITH A LEAST DIMENSION OF 2" (NOMINAL) SHALL BE
STAMPED SURFACE -DRY AND SHALL HAVE A MOISTURE CONTENT WHEN SURFACED
AND WHEN INSTALLED OF NOT MORE THAN 19 PERCENT. LUMBER WITH A LEAST
DIMENSION OF 4" (NOMINAL) OR GREATER SHALL BE STAMPED SURFACE -GREEN
AND AIR-DRIED TO A MOISTURE CONTENT OF NOT MORE THAN 19 PERCENT PRIOR
TO ITS USE IN FRAMING THE STRUCTURE.
3. MANUFACTURED LUMBER SHALL BE AS MANUFACTURED BY TRUS JOIST
MacMILLAN OR APPROVED EQUAL. REQUESTS FOR APPROVAL AS EQUAL WILL
REQUIRE SUBMITTAL OF NER "NATIONAL EVALUATION REPORTS" EQUIVALENT
TO NER 292 FOR PARALLEL STRAND LUMBER (PSL), OR NERA81 FOR LAMINATED
STRAND LUMBER (LSL). THE MINIMUM ALLOWABLE DESIGN VALUES ARE AS FOLLOWS
PSL - Fb = 2,900; Fv = 290 PSI; E = 2,000,000 PSI
LSL - Fb = 2,250; Fv = 400 PSI; E = 1,500,000 PSI
4. SHEATHING SHALL BE APA PERFORMANCE RATED PANELS PER APA
"PLYWOOD DESIGN SPECIFICATION, "INCLUDING APPLICABLE SUPPLEMENTS,
UNLESS NOTED OTHERWISE. PLYWOOD PANELS SHALL BE GRADE CD AND ALSO
CONFORM TO DOC PS-1 & PS-2. ALL PANELS SHALL BE IDENTIFIED AS
EXPOSURE 1 UNLESS NOTED OTHERWISE. PANEL RATING TO BE AS FOLLOWS
UNLESS NOTED OTHERWISE:
ROOF: 19132" THICK, 32116, (OR 518" THICK, 32116)
WALLS: 15/32" THICK, 32116, (OR 112" THICK, 2410)
FLOORS: 23132" (OR 3/4") THICK, TONGUE & GROOVE, 48124
UNLESS NOTED OTHERWISE ON THE PLANS, ROOF AND FLOOR SHEATHING
SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED WITH
10d NAILS @ 6" oc TO FRAMED PANEL EDGES AND OVER STUD WALLS SHOWN ON
PLANS AND @ 12"oc (10"oc AT FLOORS) TO INTERMEDIATE SUPPORTS.
PROVIDE APPROVED SHEATHING EDGE CLIPS @ 16" oc AT UNBLOCKED ROOF
SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED
TONGUE -AND -GROOVE JOINTS AND SHALL BE SUPPORTED WITH SOLID BLOCKING.
TOENAIL BLOCKING TO SUPPORTS WITH 16d NAILS, UNLESS NOTED OTHERWISE.
UNLESS NOTED OTHERWISE ON THE PLANS, WALL SHEATHING MAY BE LAID
UP HORIZONTALLY OR VERTICALLY, UNSUPPORTED EDGES SHALL BE BLOCKED AND
ALL EDGES SHALL BE NAILED WITH 10d @ 6"oc, NAIL WITH 10d @ 12"oc AT
INTERMEDIATE SUPPORTS. NAIL SHEAR WALL SHEATHING TO ALL HOLDOWN
STUDS USING EDGE NAIL SPACING WHEN HOLDOWN STUD DOES NOT OCCUR AT
PANEL EDGES.
SHEATHING NAILS SHALL BE DRIVEN FLUSH BUT SHALL NOT FRACTURE
THE SURFACE OF THE SHEATHING.
5. ALL WOOD PLATES IN DIRECT CONTACT WITH CONCRETE OR MASONRY
SHALL BE PRESSURE -TREATED WITH AN APPROVED PRESERVATIVE. PROVIDE
TWO LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER BETWEEN UNTREATED
LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY. ALL METAL
CONNECTORS TO PRESSURE TREATED LUMBER SHALL BE HOT DIP
GALVANIZED, INCLUDING WASHERS, NAILS, SCREWS, AND SIMPSON STRONG -TIE
HANGERS, STRAPS, AND PLATES, AND BOLTS LESS THAN 1/2" DIAMETER.
6. NOTATIONS ON DRAWINGS RELATING TO FRAMING CLIPS, JOIST HANGERS
AND OTHER CONNECTING DEVICES REFER TO CATALOG NUMBERS OF CONNECTORS
MANUFACTURED BY THE SIMPSON STRONG -TIE COMPANY, SAN LEANDRO,
CALIFORNIA. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE
SUBSTITUTED, PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER
LOAD CAPACITIES. SUBMIT MANUFACTURER'S CATALOG AND ICC REPORTS TO
ARCHITECT AND ENGINEER FOR REVIEW WHEN REQUESTING SUBSTITUTIONS.
ALL SPECIFIED FASTENERS MUST BE USED AND PROPER INSTALLATION
PROCEDURES MUST BE OBSERVED IN ORDER TO OBTAIN ICC APPROVED LOAD
CAPACITIES. VERIFY THAT THE DIMENSIONS OF THE SUPPORTING MEMBER ARE
SUFFICIENT TO RECEIVE THE SPECIFIED FASTENERS.
STRUCTURAL CONNECTORS
ALL STRUCTURAL CONNECTORS TO BE BY SIMPSON STRONG TIE OR EQUAL. USE
ZMAXIHDG HOT DIPPED GALVANIZED OR STAINLESS STEEL CONNECTORS AS A
MINIMUM. USE FASTENERS GALVANIZED PER ASTM A153. ALL PRESSURE TRATE❑
LUMBER USED SHALL BE COMPATIBLE WITH ZMAX GALV. CONNECTORES, RE:
SIMPSON STRONG -TIE CORROSION INFORMATION.
7. WOOD TRUSSES
TRUSSES ARE TO BE METAL PLATED CONNECTED WOOD TRUSSES FABRICATED IN
ACCORDANCE WITH THE IBC.
TRUSS FABRICATORTO PROVIDE ALL REQUIRED BRIDGING AND BLOCKING, BOTH
FOR ERECTION AND PERMANENT LOADING. SHOP DRAWINGS STAMPED BYA
WASHINGTON STATE LICENSED PROFESSIONAL ENGINEER SHALL BE SUBMITTED TO
THE ARCHITECT FOR APPROVAL PRIOR TO FABRICATION. DESIGN CRITERIA SHALL
MEET OF EXCEED THE FOLLOWING:
ROOF TRUSSES: TOP CHORD 25 PSF LL, 23 PSF DL
BOTTOM CHORD 5 PSF DL
DEFLECTION LIMIT TOTAL LOAD L1240, LIVE LOAD 1_1360
OTHER LOADS SPECIFIED ON DRAWINGS.
TRUSS SUPPLIERS NOTE:
THE TRUSS CONFIGURATIONS, INCLUDING DEPTHS AND MEMBER SIZES, SHOWN ON
THE DRAWINGS INDICATE THE DESIRED TRUSS CONFIGURATIONS AND ARE TO BE
COMPLIED WITH WHERE POSSIBLE. IF A TRUSS MANUFCTURER IS UNABLE TO
MEET THE LOAD REQUIREMENTS SPECIFIED WITH THE TRUSS CONFIGURATION
INDICATED, HE IS TO SUBMIT WRITTEN NOTICE TO THAT EFFECT TO THE ARCHITECT.
IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND TRUSS
MANUFACTURER TO VERIFY THE WEIGHT AND LOCATIONS OF ALL MECHANICAL
EQUIPMENT PRIOR TO SUBMITTING SHOP DRAWINGS TO THE ARCHITECT AND
ENGINEER OF RECORD FOR REVIEW. THE DESIGN LOADS LISTED ABOVE SHALL BE
APPLIED SIMULTANEOUSLY.
8. WOOD FRAMING NOTES - THE FOLLOWING APPLY UNLESS OTHERWISE
SHOWN ON THE PLANS:
8.1 ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE
CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING
CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO
TABLE 2304.9.1 OF THE INTERNATIONAL BUILDING CODE. COORDINATE THE
SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL
DRAWINGS.
8.2 WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE
2x4 STUDS @ 16"oc AT INTERIOR WALLS AND 2x6 STUDS @ 16" AT EXTERIOR WALLS. TWO
STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL
OPENINGS AND UNDER THE ENDS OF ALL BEAMS. UNLESS NOTED OTHERWISE A (2) 2x8
HEADER SHALL BE PROVIDED OVERALL OPENINGS IN 2x4 STUD WALLS AND A (3) 2x8
HEADER OVER ALL OPENINGS IN 2x6 WALLS. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE
PROVIDED THROUGH FLOORS TO SUPPORT BELOW. PROVIDE CONTINUOUS SOLID BLOCKING AT
MID -HEIGHT OF ALL STUD WALLS OVER 8' IN HEIGHT.
ALL STUD WALLS SHOWN ON STRUCTURAL DRAWINGS SHALL HAVE THEIR
LOWER PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS AT 12" oc
STAGGERED OR BOLTED TO CONCRETE WITH 518" DIAMETER ANCHOR
BOLTS AT 4'-0" oc, EMBEDED 7", UNO REFER TO THE STRUCTURAL PLANS AND SHEAR WALL
SCHEDULE FOR REQUIRED SHEATHING AND NAILING.
8.3 FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL
PARALLEL PARTITIONS AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS
OTHERWISE NOTED. PROVIDE BRIDGING @ 8'-0" oc AND SOLID BLOCKING AT
ALL BEARING POINTS. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS
WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
TOENAIL JOISTS TO BEARING SUPPORTS WITH 16d NAILS. UNLESS NOTED
OTHERWISE, ATTACH JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON "U"
SERIES METAL JOIST HANGERS TO SUIT JOIST SIZE. ALL DOUBLE JOISTS,
BEAMS, AND SLOPED AND/OR SKEWED JOISTS SHALL BE CONNECTED TO FLUSH
MEMBERS WITH HU-SERIES JOIST HANGERS UNLESS NOTED OTHERWISE. SKEW AND Titl
SLOPE ALL CONNECTORS AS REQUIRED. FACE-NAILALL MULTI -JOIST BEAMS
TOGETHER WITH 16d SPIKES @ 24"oc STAGGERED.
8.4 NAILS SHALL BE MANUFACTURED IN CANADA OR THE UNITED STATES
IN SIZES AND TYPES AS FOLLOWS, UNLESS NOTED OTHERWISE:
PNEUMATIC NAILING - PLAIN SHANK, COATED OR GALVANIZED
8d = .131 DIAMETER x 2-1/2" MINIMUM LENGTH
10d = .131 DIAMETER x 3" MINIMUM LENGTHTO
16d = .131 DIAMETER x 3-1/2" MINIMUM LENGTH
HAND NAILING - SINKERS, COATED
8d = 11-1/2 GAGE x 2-3/8"
10d = 11 GAGE x 2-7/8"
16d = 9 GAGE x 3-114"
SPECIAL CONDITIONS
CONTRACTOR TO COORDINATE ALL TRADES AND VERIFY DIMENSIONS IN THE FIELD.
OBTAIN OWNERS APPROVAL PRIOR TO ALL FIELD CHANGES. SEE ARCHITECTURAL
DRAWINGS FOR ALL FLOOR AND WALL OPENING DIMENSIONS AND LOCATIONS,
FLOOR AND WALL FINISHES, ETC.
AB
ANCHOR BOLT
CL
CENTERLINE
(E)
EXISTING
GL
GLUE -LAMINATED
LOC
LOCATION
OPP
OPPOSITE
STL
STEEL
&
AND
SYMBOLS
ACI
AMERICAN CONCRETE INSTITUTE
CLR
CLEAR
EA
EACH
GWB
GYPSUM WALL BOARD
LONGIT
LONGITUDINAL
OSB
ORIENTED STRAND BOARD
STRUCT
STRUCTURAL
@
AT
ADDL
ADDITIONAL
CMU
CONCRETE MASONRY UNIT
EF
EACH FACE
GYP
GYPSUM
LSL
LONG SLOTTED HOLE
SYM
SYMMETRICAL
BEAM CAMBER
ADJ
ADJACENT
COL
COLUMN
EL
ELEVATION
LVL
LAMINATED VENEER LUMBER
PAR
PARALLEL
fZ
CENTERLINE
■ COLUMN CONTINUOUS
AFF
ABOVE FINISHED FLOOR
CONIC
CONCRETE
ELEC
ELECTRICAL
HDR
HEADER
LWC
LIGHT WEIGHT CONCRETE
PERP
PERPENDICULAR
T
TOP
0
DIAMETER; ROUND
AISC
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
CONN
CONNECTION, CONNECT
ELEV
ELEVATOR
HNG
HANGER
PL
PLATE
T&B
TOP AND BOTTOM
#
NUMBER; POUND
1 SECTIONS
ALT
ALTERNATE
CONSTR
CONSTRUCTION
EMB
EMBED, EMBEDDED, EMBEDMENT
HORIZ
HORIZONTAL
M
MISC SHAPE
PLWD
PLYWOOD
T&G
TONGUE AND GROOVE
0
SQUARE
Il COLUMN BELOW 5100
ANSI
AMERICAN NATIONAL STANDARDS INSTITUTE
CONT
CONTINUOUS
ENGR
ENGINEER
HP
HP SHAPE
MAS
MASONRY
PREFAB
PREFABRICATED
TEMP
TEMPERATURE
L
STRUCTURAL ANGLE
APA
AMERICAN PLYWOOD ASSOCIATION
CONTR
CONTRACTOR
EQ
EQUAL
HS
HIGH STRENGTH
MATL
MATERIAL
PROP
PROPERTY
THK
THICKNESS
JL
DOUBLE ANGLE
APPROX
APPROXIMATE; APPROXIMATELY
COORD
COORDINATE
EQUIP
EQUIPMENT
HT
HEIGHT
MAX
MAXIMUM
PSF
POUNDS PER SQUARE FOOT
THRU
THROUGH
PLATE
ARCH
ARCHITECT; ARCHITECTURAL
CID
COMPLETE PENETRATION
ES
EACH SIDE
MECH
MECHANICAL
PSI
POUNDS PER SQUARE INCH
TOB
TOP OF BEAM
ASSY
CSK
COUNTERSINK; COUNTERSUNK
EW
EACH WAY
ID
INSIDE DIAMETER
MFR
MANUFACTURER
PSL
PARALLEL STRAND LUMBER
TOC
TOP OF CONCRETE; TOP OF CURB
ASTM
AMERICAN SOCIETY FOR TESTING &MATERIALS
CTR
EXP
EXPANSION;
INSIDEIF FACE
MIN
MINIMUM; E
PT
POST TENSION
TOF
TOP OF FOOTING
AWS
AMERICAN WELDING SOCIETY
CU FT
FOOT
CUBICR
EXP JT
EXPANSION JOINT
IN
INCH
MISC
MISCELLANEOUS
TOL
TOP OF LEDGER
5����� SIMPSON STRONG -TIE HOEDOWN
CU IN
CUBIC INCH
EXT
EXTERIOR
INCL
INCLUDE; INCLUDING; INCLUSIVE
MO
MASONRY OPENING
RD
ROOF DRAIN
TOM
TOP OF MASONRY
BD
CY
CUBIC YARD
INFO
INFORMATION
REF
REFERENCE
TOS
TOP OF STEEL, TOP OF STRUCTURE
y�i� i+
BLDG
BUILDING
F❑
FLOOR DRAIN
INT
INTERIOR
(N)
NEW
REINF
REINFORCE; REINFORCING
TOW
TOP OF WALL
4 by SIMPSON STRAP
BLKG
BLOCKING
d
PENNY (NAILS)
FDN
FOUNDATION
N
NORTH
REQ'D
REQUIRED
TS
TUBING, STRUCTURAL
BM
❑BL
DOUBLE
FF
FAR FACE, FINISHED FLOOR
JT
JOINT
NF
NEAR FACE
RO
ROUGH OPENING
TYP
TYPICAL
BMU
BRICK MASONRY UNIT(S)
❑EPT
DEPARTMENT
FLR
FLOOR; FLOOR LINE
NFPA
NATIONAL FOREST PRODUCTS ASSOC
BOF
BOTTOM OF SLAB
DIET
DETAIL
FLG
FLANGE
K
KIP = 1000 POUNDS
NIC
NOT IN CONTRACT
SCHE❑
SCHEDULE
UBC
UNIFORM BUILDING CODE
BOS
❑IA
DIAMETER (SEE SYMBOLS)
FOC
FACE OF CONCRETE
KO
KNOCK -OUT
NOM
NOMINAL
SEC
SECTION
UL
UNDERWRITER'S LABORATORY, INC.
RESU B
BOT
BOTTOM
DIAG
DIAGONAL
FOM
FACE OF MASONRY
KSI
KIPS PER SQUARE INCH
NS
NEAR SIDE
SHT
SHEET
UNO
UNLESS NOTED OTHERWISE
BRG
BEARING
DIAPH
DIAPHRAGM
FOS
FACE OF STUD
NTS
NOT TO SCALE
SHTG
SHEATHING; SHEETING
URM
UNREINFORCED MASONRY
Apr 05 2021
BEAM
❑ICA
DRILLED -IN CONCRETE ANCHOR
FS
FULL SIZE; FAR SIDE
LAB
LABORATORY
SIM
SIMILAR
UT
ULTRA -SONIC TEST
CITY OF EDMONDS
C
STANDARD CHANNEL
DIM
DIMENSION
FT
FEET; FOOT
LB
POUND
cc
ON CENTER
SPA
SPACING, SPACE, SPACES
DEVELOPMENT SERVICES
CG
CENTER OF GRAVITY
❑N
DOWN
FTG
FOOTING
LF
LINEAL FOOT
O❑
OUTSIDE DIAMETER
SPEC
SPECIFICATION
VERT
VERTICAL
DEPARTMENT
CGS
CENTER OF GRAVITY OF STRANDS
❑O
DITTO
LLBB
LONG LEGS BACK-TO-BACK
OF
OUTSIDE FACE
SQ
SQUARE
CIP
CAST -IN -PLACE
DWG
DRAWING
GA
GAUGE
LLH
LONG LEGS HORIZONTAL
OH
OPPOSITE HAND
STD
STANDARD
W
WIDE FLANGE
CJ
CONSTRUCTION JOINTICONTROL JOINT
DWL
DOWELS
GALV
GALVANIZED
LLV
LONG LEGS VERTICAL
OPNG
OPENING
STIFF
STIFFENER
WP
WORK POINT
WWF
WELDED WIRE FABRIC
STlkUCTURAL ENGINEERING
BUILDING CODE CONSULTING
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ENGINEERING
STRUCTURAL ENGINEERING
BUILDING CODE CONSULTING
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REVIEWED
BY '
CITY OF EDMONDS,
■
■
BUILDING DEPARTMENT
RESUB
Apr 19 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT