APPROVED BLD BLD2023-1461+STRUCTURAL PLANS+11.8.2023_3.12.54_PM+3889877STRUCTURAL NOTES
CODE
ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,
SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC) AS AMENDED BY THE LOCAL
JURISDICTION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE
THE LATEST EDITION.
DESIGN LOADS
LIVE LOADS:
RESIDENTIAL 40 PSF
SNOW 25 PSF
EARTHQUAKE LOADS:
SITE CLASS
D
SHORT PERIOD SPECTRAL RESPONSE (SDS)
1.056
ONE SECOND SPECTRAL RESPONSE (Spy)
0.572
OCCUPANCY CATEGORY
ll
SEISMIC IMPORTANCE FACTOR (IE)
1.00
SEISMIC DESIGN CATEGORY
D
BASIC SEISMIC FORCE -RESISTING -SYSTEM
WOOD S.W.
RESPONSE MODIFICATION FACTOR, (R)
6.5
SEISMIC RESPONSE COEFFICIENT (CS)
0.162
WIND LOADS:
ULT. BASIC WIND SPEED (3 SECOND GUST) 100 MPH
EXPOSURE B
KZT 1.00
SPECIAL INSPECTION
SPECIAL INSPECTION SHALL BE PERFORMED PER CHAPTER 17 OF THE IBC ONLY WHERE REQUIRED BY
THE LOCAL JURISDICTION FOR THE FOLLOWING ITEMS:
• SOILS (SECTION/TABLE 1705.6)
• CONCRETE (SECTION/TABLE1705.3)
• WOOD (SECTION 1705.5)
REFER TO IBC SECTION 1705.10 AND 1705.11 FOR ADDITIONAL INSPECTION REQUIREMENTS FOR THE
STRUCTURAL COMPONENTS OF THE LATERAL FORCE RESISTING SYSTEM.
ALL INSPECTIONS SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE
OWNER. THE ARCHITECT, ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL
INSPECTION REPORTS. IF ANY INSPECTION FAILS TO MEET THE REQUIREMENTS OF THE CONTRACT
DOCUMENTS, IT SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE DESIGN TEAM.
STRUCTURAL OBSERVATION
STRUCTURAL OBSERVATION SHALL BE PERFORMED PER CHAPTER 17 OF THE IBC ONLY WHERE
REQUIRED BY THE LOCAL JURISDITION. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE
RESPONSIBILITY FOR ANY SPECIAL INSPECTIONS REQUIRED. NOTIFY THE ENGINEER A MINIMUM OF ONE
WEEK PRIOR TO THE OBSERVATION.
FOUNDATIONS:
THE FOLLOWING SOIL DESIGN PARAMETERS HAVE BEEN ASSUMED. IF EXCAVATION SHOWS THAT SOIL
CONDITIONS DO NOT MATCH THE LISTED DESIGN VALUES, A GEOTECHNICAL ENGINEER SHALL BE
RETAINED TO EVALUATE THE SOIL CONDITIONS. NOTIFY THE ENGINEER FOR POSSIBLE FOUNDATION
REDESIGN.
• 1,500 PSF (ALLOWABLE BEARING PRESSURE)
• 35 PCF+ SURCHARGE (ACTIVE LATERAL PRESSURE)
• 200 PCF (PASSIVE PRESSURE)
• 0.35 (COEFFICIENT OF FRICTION)
FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL AS REQUIRED
BY THE GEOTECHNICAL ENGINEER. FOOTINGS SHALL BE PLACED AT A MINIMUM OF THE FROST DEPTH
REQUIRED BY THE LOCAL JURISDICTION. FOOTING ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT
MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. FINAL FOUNDATION ELEVATIONS ARE SUBJECT TO SITE
CONDITIONS AND SHALL BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED
BENEATH THE STRUCTURE ABOVE, UNLESS DIMENSIONED OTHERWISE.
THE CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING EXCAVATION, PILE
INSTALLATION, AND ANY OTHER CONSTRUCTION EARTHWORK. NOTIFY THE UNDERGROUND UTILITIES
LOCATION SERVICE AT LEAST 1 WEEK PRIOR TO CONSTRUCTION AND INDEPENDENTLY VERIFY ALL
UTILITIES WHICH MAY BE AFFECTED BY THIS PROJECT. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR
ALL DAMAGE DAMAGE TO UNDERGROUND UTILITIES RESULTING FROM THEIR WORK.
IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED
GRANULAR MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE
INCHES AND NO MORE THAN 10% FINES (PASSING THE #200 SIEVE). FILL AND BACKFILL MATERIAL
SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE INCHES IN LOOSE THICKNESS AND
COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITYAS DETERMINED BYASTM D1557.
BACKFILL BEHIND ALL RETAINING WALLS WITH WELL -DRAINING, GRANULAR FILL AND PROVIDE FOR
SUBSURFACE DRAINAGE. PROVIDE WATER PROOFING SYSTEM AT EXTERIOR FACE OFALL FOUNDATION
WALLS EXPOSED TO EARTH PER ARCHITECTURAL SPECIFICATIONS.
CONCRETE
ALL CONCRETE WORK SHALL BE PERFORMED IN ACCORDANCE WITH ACI 301 "STANDARD
SPECIFICATIONS FOR STRUCTURAL CONCRETE" AND ACI 318, "BUILDING CODE REQUIREMENTS FOR
STRUCTURAL CONCRETE". THE CONCRETE SHALL HAVE A UNIT WEIGHT OF APPROXIMATELY 150 PCF
CONCRETE STRENGTHS AT 28 DAYS (fc) AND MIX CRITERIA SHALL BE AS FOLLOWS:
• SLAB -ON -GRADE: f'c = 2,500 PSI 0.55 WIC RATIO
• FOUNDATION & WALLS: f'c = 2,500 PSI 0.55 WIC RATIO
A CONCRETE MIX DESIGN SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL IF REQUIRED IN THE
SUBMITTAL SPECIFICATIONS. THE MIX DESIGN SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND
COARSE AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP,
CONCRETE YIELD, AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI REQUIREMENTS.
ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN
ACCORDANCE WITH ACI TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION.
REINFORCING STEEL
REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615 GRADE 60.
REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. WELDED
WIRE REINFORCING SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS WITH
12" LAPS AT SIDES AND ENDS.
REINFORCING STEEL SHALL BE DETAILED TO INCLUDE HOOKS AND BENDS IN ACCORDANCE WITH ACI
SP-66 AND ACI 318. DEVELOPMENT LENGTHS AND LAP SPLICES SHALL BE PER THE SCHEDULE.
MECHANICAL SPLICING OF REINFORCING BARS, IF REQUIRED, SHALL BE BYAN ICBO APPROVED SYSTEM,
AND SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR. ALL SPLICE DEVICES
SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.
WET -SETTING ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY
EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS APPROVED BY THE ENGINEER.
REFER TO ACI FOR PLACING TOLERANCES AND OTHER REINFORCING STEEL REQUIREMENTS.
DEVELOPMENT LENGTH AND LAP SPLICE
REINFORCING DEVELOPMENT LENGTHS AND LAP SPLICES SHALL BE AS FOLLOWS. ALL LENGTHS ARE IN
INCHES BASED ON GRADE 60 REINFORCING. CONSULT ENGINEER FOR OTHER GRADES OF STEEL. TOP
BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST BELOW THE BAR.
f'c = 2500 PSI
f'c = 3000 PSI
BAR SIZE
DEVELOPMENT
LENGTH
LAP SPLICE
DEVELOPMENT
LENGTH
LAP SPLICE
TOP
BARS
OTHER
BARS
TOP
BARS
OTHER
BARS
TOP
BARS
OTHER
BARS
TOP
BARS
OTHER
BARS
#3
23
18
30
23
22
17
28
22
#4
31
24
41
31
29
22
37
29
#5
39
30
51
39
36
28
47
36
47
36
61
__F#6
47
43
33
56
43
CONCRETE GENERAL NOTES
WALL AND COLUMN VERTICAL BARS SHALL START FROM THE TOP OF FOOTING. HORIZONTAL BARS
SHALL START A DISTANCE OF 1/2 THE NORMAL BAR SPACING FROM TOP OF FOOTING AND/OR TOP OF
FRAMED SLABS. THERE SHALL BE AN ADDITIONAL HORIZONTAL BAR AT A MAXIMUM OF 3" FROM EVERY
TOP OF WALL AND BOTTOM OF FRAMED SLABS.
PROVIDE CORNER BARS TO MATCH AND LAP ALL HORIZONTAL REINFORCING ON EACH SIDE OF THE
CORNER PER SCHEDULE OR BEND ONE SIDE OF HORIZONTAL AROUND CORNER TO PROVIDE LAP SPLICE
PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP EACH SLAB INTO
RECTANGULAR AREAS OF NOT MORE THAN 400 SQUARE FEET. AREAS SHALL BE AS SQUARE AS
PRACTICAL AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS SHALL BE APPROVED BY THE ARCHITECT
PRIOR TO PLACEMENT.
ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY
PRIOR TO POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN
REINFORCING DETAILED BEYOND JOINT UNLESS NOTED OTHERWISE IN PLAN.
SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT SIZE AND LOCATION OF
OPENINGS IN CONCRETE WALLS, FLOORS, AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE
AROUND OPENINGS GREATER THAN 12" IN ANY DIRECTION WITH (1) #5 EACH SIDE AND (1) #5 x 4'-0"
DIAGONAL AT EACH CORNER. EXTEND BARS 2'-0" BEYOND EDGE OF OPENING. IF 2'-0" IS UNAVAILABLE,
EXTEND AS FAR AS POSSIBLE AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS.
SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, STRIPS, TEXTURE, AND
OTHER FINISH DETAILS AT EXPOSED CONCRETE SURFACES. PROVIDE 3/41, CHAMFER AT ALL CORNERS
LINO.
STRUCTURAL STEEL
ALL STRUCTURAL STEEL WORK SHALL BE PERFORMED IN ACCORDANCE WITH AISC "SPECIFICATION FOR
STRUCTURAL STEEL BUILDINGS" AND AWS D 1.1 "STRUCTURAL WELDING CODE - STEEL ". STEEL SHALL BE
FABRICATED AND ERECTED WITHIN THE TOLERANCES DEFINED BY AISC. STRUCTURAL STEEL MATERIALS
SHALL BE AS FOLLOWS:
• SHAPES SHALL CONFORM TO ASTM A992, Fy = 50 KSI.
PLATES ANGLES AND RODS SHALL CONFORM TO ASTM A36 Fy - 36 KSI.
• STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy = 46 KSI.
• STRUCTURAL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy = 35 KSI.
• BOLTS SHALL CONFORM TO ASTM A325-N (USE 5/870 MINIMUM UNO)
• ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 GRADE 36, Fy = 36 KSI.
ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS IN ACCORDANCE WITH AWS AND WABO
REQUIREMENTS. USE 70 KSI LOW HYDROGEN ELECTRODES APPROPRIATE FOR THE MATERIALS BEING
WELDED. IF NOT SPECIFIED, MINIMUM WELD SIZE SHALL BE PER AWS D1.1. WELDING OF REINFORCING
BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS.
ALL STEEL EXPOSED TO WEATHER SHALL BE FABRICATED IN ACCORDANCE WITH ASTM A385 AND HOT
DIP GALVANIZED IN ACCORDANCE WITH ASTM A123. FASTENERS AND HARDWARE SHALL BE HOT DIP
GALVANIZED IN ACCORDANCE WITH ASTM A153. ALL DAMAGED GALVANIZED COATINGS SHALL BE
REPAIRED IN ACCORDANCE WITH ASTM A780 WITH AN APPLIED COATING THICKNESS DETERMINED BY
THE ENGINEER.
WOOD FRAMING
ALL WOOD FRAMING SHALL BE PERFORMED IN ACCORDANCE WITH IBC CHAPTER 23, ANSI/AWC
"NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", AND AITC "TIMBER CONSTRUCTION
MANUAL".
SAWN LUMBER SHALL BE IDENTIFIED BY THE GRADE MARK OF AN AGENCYAPPROVED BYAN
ACCREDITATION BODY COMPLIANT WITH DOC PS 20. ALL GRADES SPECIFIED IN THE STRUCTURAL
DRAWINGS ARE MINIMUM STANDARDS AND SHALL BE AS FOLLOWS:
• STUDS, PLATES, AND BLOCKING HEM -FIR STUD GRADE
MINIMUM CONCRETE COVER ON REINFORCING STEEL SHALL BE AS FOLLOWS: 0 JOISTS DOUG-FIR #2
• 4x OR SMALLER BEAMS AND HEADERS DOUG-FIR #2
• CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH. 3" 0 6x OR LARGER BEAMS AND HEADERS DOUG-FIR #1
• CONCRETE EXPOSED TO EARTH AND WEATHER: • POSTS AND TIMBERS DOUG-FIR #2
#6 BARS AND LARGER 2"
#5 BARS AND SMALLER 1 1/2" WOOD FRAMING SHALL BE KILN -DRIED TO A MAXIMUM MOISTURE CONTENT OF 19%. ALL WOOD IN
CONCRETE NOT EXPOSED TO • EARTH OR WEATHER: CONTACT WITH CONCRETE OR MASONRY, OR EXPOSED TO EARTH OR WEATHER SHALL BE PRESSURE
SLABS, WALLS, AND JOISTS 3/4" TREATED IN ACCORDANCE WITH AWPA STANDARD U1 AND M4 FOR THE SPECIES, PRODUCT,
BEAM/COLUMN TIES AND STIRRUPS 1 1/2" PRESERVATIVE, AND END USE REQUIRED.
GLUED LAMINATED TIMBER SHALL BE MANUFACTURED AND IDENTIFIED IN CONFORMANCE WITH
ANSI/AITC A 190.1 AND ASTM D3737. UNLESS OTHERWISE SPECIFIED, ALL GLUED LAMINATED TIMBERS
SHALL BE DOUGLAS FIR SPECIES. SINGLE SPAN BEAMS SHALL BE COMBINATION 24F-V4 AND MULTI -SPAN
BEAMS OR BEAMS THAT CANTILEVER SHALL BE COMBINATION 24F-V8. ALL EXPOSED GLULAMS SHALL
HAVE AN ADDITIONAL TENSION LAMINATION SUBSTITUTED FOR A CORE LAMINATION ON THE TENSION
SIDE OF UNBALANCED 24F-V4 BEAMS AND ON BOTH SIDES OF BALANCED 24F-V8 BEAMS.
STRUCTURAL WOOD PANEL SHEATHING USED ON WALLS, FLOORS, OR ROOFS SHALL CONFORM TO
THEIR SPECIFIC REQUIREMENTS IN DOC PS 1, DOC PS 2, OR ANSI/APA PRP 210. PLYWOOD SHALL BE
GRADE C-D WITH EXTERIOR GLUE. REFER TO IBC SECTIONS 2303.1.4, 2304.6, AND 2304.7 FOR ADDITIONAL
COMPLIANCE REQUIREMENTS.
PRE -MANUFACTURED JOISTS, BEAMS, AND TRUSSES
PRE -MANUFACTURED JOISTS, BEAMS, AND TRUSSES SHALL BE SIZED, SPACED, AND DETAILED TO
MATCH THE LOADING AND DIMENSIONAL REQUIREMENTS INDICATED ON THE STRUCTURAL DRAWINGS.
TRUSSES SHALL COMPLY WITH IBC 2303.4, I -JOISTS SHALL COMPLY WITH IBC 2303.1.2, AND COMPOSITE
BEAMS SHALL COMPLY WITH 2303.1.9. THE MANUFACTURER'S DESIGNER IS RESPONSIBLE FOR CODE
COMPLIANCE AND SHALL PROVIDE SHOP DRAWING AND CALCULATION SUBMITTALS AS SPECIFIED.
ENGINEER AND BUILDING OFFICIAL APPROVAL IS REQUIRED PRIOR TO FABRICATION OF
PRE -MANUFACTURED COMPONENTS.
REFER TO THE DESIGN LOADS FOR BASIC STRUCTURAL LOADING REQUIREMENTS. REFER TO THE
ARCHITECTURAL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR ADDITIONAL LOADING AND OPENING
REQUIREMENTS NOT SPECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS. DEFLECTIONS SHALL NOT
EXCEED L/480 FOR LIVE LOADS OR L/360 FOR TOTAL LOADS UNLESS APPROVED IN WRITING BY THE
ENGINEER. ALL TRUSSES WITH A DEPTH EQUAL TO OR GREATER THAN 24" SHALL BE DESIGNED FOR A
BOTTOM CHORD LIVE LOAD OF 10PSF, NOT APPLIED CONCURRENT WITH THE TOP CHORD LIVE LOAD.
PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED IN
ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS. THE MANUFACTURER SHALL PROVIDE ALL
SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF THE SYSTEM (INCLUDING BUT NOT
LIMITED TO FULL DEPTH BRIDGING, BLOCKING, WEB STIFFENERS, AND PRODUCT SPECIFIC
CONNECTORS.
NAILS, SCREWS, BOLTS, AND CONNECTORS
REFER TO THE PLANS, NOTES, SCHEDULES, AND DETAILS FOR ALL NAILING REQUIREMENTS. NAILING
NOT SPECIFIED SHALL BE PER IBC TABLE 2304.10.1. ALL NAILS SHALL CONFORM TO THE STANDARD
DIMENSIONS OF COMMON NAILS AS DEFINED BY THE NDS AND SHALL MEET THE FOLLOWING MINIMUM
GUIDELINES:
• 8d = 0.131 "0 x 2 1/2"
• 10d = 0.14870 X 3"
• 16d=0.162"0x31/2"
10d BOX NAILS (0.128"0 x 3) MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL
SPACING. FRAMING MEMBERS MAY BE NAILED WITH 16d SINKERS (0.14870 x 3 1/4'), BUT ONLY 16d
COMMON NAILS SHALL BE USED WHERE 16d NAILS ARE INDICATED IN THE DRAWINGS. OTHER NAILS MAY
BE SUBSTITUTED ONLY WITH THE ENGINEER'S APPROVAL PRIOR TO START OF CONSTRUCTION.
ALL LAG SCREWS AND BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE STANDARD
CUT WASHERS UNDER THE HEADS AND NUTS OF ALL LAG SCREWS AND BOLTS BEARING ON WOOD.
LEAD HOLES FOR BOLTS SHALL BE PROVIDED AND SHALL BE A MINIMUM OF 1/321, AND A MAXIMUM OF
1/16" LARGER THAN THE BOLT DIAMETER. LEAD HOLES FOR LAG SCREW SHANK AND THREADS SHALL BE
PER NDS 12.1.4.2.
ALL WOOD CONNECTORS SHALL BE SIMPSON STRONG -TIE OR ENGINEER APPROVED EQUIVALENT.
CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS
USING THEIR SPECIFIED NUMBER AND SIZE OF FASTENERS. IF STRAPS CONNECT TWO MEMBERS, PLACE
1/2 OF THE NAILS, SCREWS, OR BOLTS INTO EACH MEMBER.
ALL NAILS, SCREWS, BOLTS, AND METAL CONNECTORS IN CONTACT WITH PRESSURE TREATED OR FIRE
RETARDANT TREATED WOOD SHALL BE HOT DIP GALVANIZED IN ACCORDANCE WITH ASTM A153.
WOOD FRAMING GENERAL NOTES
SILL PLATES BEARING ON CONCRETE FOUNDATIONS SHALL BE PRESSURE TREATED AND SHALL ATTACH
TO THE CONCRETE WITH 1/2"0 ANCHOR BOLTS EMBEDDED 7" MINIMUM. PLACE ANCHORS AT 4'-0" OC
MAXIMUM FOR SHEAR WALLS AND AT 6'-0" OC FOR BEARING AND PARTITION WALLS. USE A MINIMUM OF
(2) ANCHOR BOLTS PER SILL PLATE AND PLACE ONE WITHIN 12" OF EACH END OF EACH PIECE. REFER TO
THE SHEAR WALL SCHEDULE FOR MORE STRINGENT ANCHORAGE SIZE AND SPACING REQUIREMENTS.
CONTRACTOR SHALL INSTALL 3 GAUGE PLATE WASHERS BENEATH EACH NUT AT EACH ANCHOR BOLT IN
A SHEAR WALL THAT EXTEND TO WITHIN 1/2" OF SHEATHED EDGE.
ALL SHEAR AND/OR BEARING WALLS SHALL BE FRAMED WITH 2x STUDS @a 16" OC. REFER TO PLAN
NOTES FOR TYPICAL HEADER SIZES NOT SPECIFICALLY CALLED OUT. ALL HEADERS SHALL BE
SUPPORTED BYA MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD. COLUMNS BELOW FLUSH FRAMED
MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT CALLED OUT SHALL
BE (2) STUDS. BEAMS SHALL HAVE FULL BEARING ON COLUMNS AND POSITIVE CONNECTION SHALL BE
PROVIDED.
PROVIDE SOLID BLOCKING BETWEEN JOISTS AND RAFTERS AT ALL SUPPORTS, AT 8'-0" OC MAXIMUM
SPACING BETWEEN SUPPORTS, AND BENEATH PARTITIONS PERPENDICULAR TO THE DIRECTION OF
FRAMING. INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST
SPAN.
MINIMUM NAILING REQUIREMENTS SHALL BE PER IBC TABLE 2304.10.1. THE USE OF NAIL GUNS IS
APPROVED IF NAILING INTO THE DIAPHRAGMS IS FLUSH WITH FACE OF SHEATHING. NAIL PENETRATIONS
GREATER THAN 1/16" ARE NOT ACCEPTABLE.
NOTCHES AND HOLES IN WALL STUDS ARE ALLOWED WITHIN THE PARAMETERS OF IBC SECTIONS
2308.5.9 AND 2308.5.10. NOTCHES AND HOLES IN JOISTS AND RAFTERS ARE ALLOWED WITHIN THE
PARAMETERS OF IBC SECTIONS 2308.4.2 AND 2308.7.4.
VERTICAL SHRINKAGE WILL OCCUR AND ACCUMULATE AT EACH LEVEL FROM THE WOOD DRYING OVER
TIME. THIS IS ESTIMATED TO BE APPROXIMATELY 0.15" PER FLOOR AND ASSUMES THE WOOD HAS AN
INITIAL MOISTURE CONTENT OF 19% OR LESS. ADDITIONAL SHRINKAGE WILL OCCUR IF THE MOISTURE
CONTENT IS HIGHER. THE CONTRACTOR SHALL ALLOW FOR THIS MOVEMENT IN THEIR INSTALLATION OF
ALL VERTICAL ASSEMBLIES INCLUDING BUT NOT LIMITED TO PLUMBING, ELECTRICAL, MECHANICAL, AND
ARCHITECTURAL SYSTEMS.
GENERAL NOTES
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THEARCHITECTURAL, CIVIL,
ELECTRICAL, AND MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. REFER TO THE
ARCHITECTURAL DRAWINGS FOR ELEVATIONS, SLOPES, NON -BEARING WALLS, STAIRS, CURBS, DRAINS,
RAILINGS, WATERPROOFING, FINISHES, ETC. REFER TO THE ARCHITECTURAL, CIVIL, ELECTRICAL, AND
MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF PIPES, VENTS, DUCTS, AND OTHER OPENINGS NOT
SPECIFICALLY INDICATED ON THE STRUCTURAL DRAWINGS.
CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND FIELD CONDITIONS FOR COMPATIBILITY WITH THE
PLANS, SPECIFICATIONS, AND REFERENCED STANDARDS BEFORE PROCEEDING WITH ANY WORK. THE
MOST STRINGENT REQUIREMENT SHALL GOVERN ANY CONFLICT UNLESS APPROVED IN WRITING
OTHERWISE. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGN TEAM
BEFORE PROCEEDING.
CONTRACTOR SHALL BE RESPONSIBLE FOR STRENGTH AND STABILITY OF ANY PARTLY COMPLETED
STRUCTURE. CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SITE SAFETY AND SHALL PROVIDE
TEMPORARY SHORING AND SUPPORT AS REQUIRED UNTIL THE STRUCTURE HAS BEEN COMPLETED.
CONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE DESIGN TEAM FOR
APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES ON SHOP DRAWINGS DO NOT SATISFY
THIS REQUIREMENT. REVIEW OF ALTERNATE SYSTEMS MAY BE AN ADDITIONAL SERVICE BY THE
ENGINEER.
DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT
SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF
CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE DESIGN TEAM.
APPROVED
PLANS MUST BE
ON JOB SITE
LEGEND
DEFINITION
SYMBOL
DEFINITION
SYMBOL
DIRECTION OF
NATIVE SOIL
III=III=III=III=
FRAMING
EXTENT OF
lift
GRANULAR FILL
FRAMING
COLUMNS
STRUCTURAL STEEL
COLUMN BEARING
ON BEAM
P
RATED SHEATHING
G�
BEAM CONTINUOUS
SHEAR WALL
SWX
OVER SUPPORT
(SEE SCHEDULE)
COLUMN MARK
G�
CONCRETE WALL
(SEE SCHEDULE)
/
BEARING STUD
FOOTING MARK
O
WALL
(SEE SCHEDULE)
NON -BEARING
HOLDOWN MARK
STUD WALL
(SEE SCHEDULE)
BEARING STUD
HANGER MARK
X
O
SHEAR WALL
(SEE SCHEDULE)
NON -BEARING
FLAG NOTE
STUD SHEAR WALL
(SEE PLAN NOTES)
CMU WALL
STEEL MOMENT
FRAME CONN.
ABBREVIATIONS
(A)
AB
ALT
ABOVE
ANCHOR BOLT
ALTERNATE
GLB GLUE -LAMINATED BEAM
HORIZ HORIZONTAL
KP KING POST
ARCH
ARCHITECT
KSI KIPS PER SQUARE INCH
(B)
BELOW
L ANGLE
BD
BAR DIAMETER
MECH MECHANICAL
BLKG
BLOCKING
MF MOMENT FRAME
BM
BEAM
MTL METAL
NS NEAR SIDE
OC ON CENTER
BOT
BOTTOM
BRNG
BEARING
BTWN
BETWEEN
OPP
OPPOSITE
CJP
COMPLETE JOINT PENETRATION
PL
PLATE
CLR
CLEAR
PLCS
PLACES
CMU
CONCRETE MASONRY UNIT
PSI
POUNDS PER SQUARE INCH
COL
COLUMN
PSF POUNDS PER SQUARE FOOT
P/T POST TENSIONED
PT PRESSURE TREATED
CONC CONCRETE
CONN
CONNECTION
CONT
CONTINUOUS
REINF REINFORCING
COORD
COORDINATE
REQ'D REQUIRED
DBL
DOUBLE
SCHED SCHEDULE
DET
DETAIL
DIAMETER
DIMENSION
DIRECTION
SIM SIMILAR
DIA
SOG SLAB ON GRADE
STD STANDARD
STIFF STIFFENER
DIM
DIR
EA
EACH
STL STEEL
ELEV
ELEVATION
SYMM
SYMMETRICAL
ES
EACH SIDE
SW
SHEARWALL
EX EXISTING
EXP EXPANSION
FLR FLOOR
TOC
TOP OF CONCRETE
TOS
TOW
TOP OF STEEL
TOP OF WALL
FDN
FOUNDATION
TYP
TYPICAL
FTG
FOOTING
UNO
UNLESS NOTED OTHERWISE
FS FAR SIDE
GC GENERAL CONTRACTOR
VERT
VERTICAL
WF
WIDE FLANGE
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
The following documentation shall be available on
site for the building inspector:
■
NE] COE APPROVED ARCHITECTURAL PLAN SET
] COE APPROVED STRUCTURAL PLAN SET
[:]COE REVIEWED CALCULATION PACKET
' ❑ ENERGY CREDIT WORKSHEET
■
❑ SITE PLAN ;
❑ CIVIL PLAN
■❑
CITY OF EDMONDS BUILDING DEPARTMENT 2021 ■
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DEVELOPMENTS
DEPARTME
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01l 26/ 23
REV. DATE
DESCRIPTION
0 07126123
PERMIT SUBMITTAL
PROJECT NO.:
23043.01
DESIGNED BY:
LFM
DRAWN BY:
LFM
CHECKED BY:
CAB
SHEET TITLE:
STRUCTURAL
NOTES
SHEET NO.:
1461
VED
023
)NDS
RVICES
NT
FOUNDATION PLAN NOTES:
NO FOUNDATION MODIFICATIONS WITHIN THE BASEMENT.
HOLDOWN SCHEDULE
CHORD
ANCHOR
CAPACITY
MARK
TYPE
SIZE
STUD NAILS OR BOLTS
BOLT
(LB)
(NOTE 3)
(NOTE 2)
1
DTT2Z
(1) 2x
(8) 1/4"x 1 1/2" SDS
1/2'0
1800#
NOTES.
1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR ADDITIONAL INSTALLATION
REQUIREMENTS.
2. ANCHOR BOLTS SHALL EXTEND INTO FOOTING OR FOUNDATION WALL PER DETAIL 6/S3.1.
USE PABX-12
ANCHORS AT INTERIOR FOOTINGS AND PABX-30 ANCHORS EXTENDING THRU THE STEM AT EXTERIOR
FOOTINGS. INCREASE FOOTING DEPTHS AS REQUIRED FOR ANCHORAGE.
3. AT ALL HOLDOWN CHORDS, PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHED.
SHEAR WALL SCHEDULE
RIM JOIST
SILL PLATE
SILL PLATE
FOUNDATI
MIN FRAMING
NAILING
SHEAR
APA-RATED
OR BLOCK
NAILING TO
ANCHOR BOLT TO
ON SILL
TYPE
AT ADJOINING
AT PANEL
CAPACITY
SHEATHING
CONN TO
RIM/BLKG
SLAB OR
PLATE
PANEL EDGES
EDGES
(PLF)
TOP PLATE
BELOW
FOUNDATION
SIZE
SW6
15/32"
2x STUD
0.131 '0 x 2 1/2"
LTP4 OR A35
0.131 "0 x 3 1/4"
5/8"0 AB @a 5'-8" OC OR
2x
242
ONE SIDE
AND BLKG
@ 6" OC
�a 26" OC
6.5" OC
1/2"0 AB 1? 3'-10" OC
NOTES.
1. REFER TO THE SHEAR WALL DETAIL IN THE TYPICAL WOOD FRAMING DETAILS.
2. THE VALUES IN THIS TABLE ARE BASED ON HF GRADE STUDS AND HF GRADE PLATES & RIM/BLOCKING.
3. NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT.
4. INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING 12" OC MAXIMUM.
5. AT ALL SILL PLATE ANCHOR BOLTS IN 2x6 WALLS, INSTALL 3 GA x 3" x 4 1/2" PLATE WASHERS WITH THE EDGE OF PLATE WASHER WITHIN 1/2" OF SHEATHED EDGE.
FOR 2x4 STUD WALLS, INSTALL 3 GA. x 3" x 3" PLATE WASHERS.
6. PROVIDE A MINIMUM OF 7" EMBEDMENT FOR AB INTO FOUNDATION OR STEM WALL.
7. 7/16" SHEATHING MAY BE USED IN PLACE OF 15/32" SHEATHING PROVIDED ALL STUDS ARE SPACED 16" OC OR PANELS ARE APPLIED WITH LONG DIMENSION
ACROSS STUDS.
FOUNDATION PLAN
SCALE: 3/16" = 1 '-0"
EXISTING BASEMENT
WALL
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Nov 22
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DEVELOPMENT:
DEPARTME
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� 40785
�sIONAL
07l26123
REV. DATE
DESCRIPTION
0
07126123
PERMIT SUBMITTAL
PROJECT NO.:
23043.01
DESIGNED BY:
LFM
DRAWN BY:
LFM
CHECKED BY:
CAB
SHEET TITLE:
FOUNDATION
PLAN
1461
VED
'023
DNDS
-ERVICES
NT
SHEET NO.:
S2.1
FOUNDATION PLAN NOTES:
1. PLACE ALL REINFORCING STEEL, ANCHOR BOLTS, AND HOLDOWNS PER THE STRUCTURAL NOTES AND
SCHEDULES ON THE S1 SHEETS AND THE FOUNDATION DETAILS ON THE S3 SHEETS. REFER TO THE
FRAMING PLANS FOR LOCATION OF SHEAR WALLS.
2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, UTILITY PLACEMENT, AND
CONCRETE ROUGH OPENINGS WITH THE ARCHITECTURAL DRAWINGS PRIOR TO CONSTRUCTION AND
NOTIFY ALL PARTIES OF ANY DISCREPANCIES.
3. EXTERIOR FOOTINGS SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL A MINIMUM
OF 1'-6" BELOW GRADE. REFER TO THE STRUCTURAL NOTES FOR ADDITIONAL SUBGRADE
PREPARATION REQUIREMENTS AND FOR CONDITIONS REQUIRING STRUCTURAL FILL.
4. TYPICAL SLAB ON GRADE SHALL BE A MINIMUM OF 4" THICK w/ 6x6 - W1.4xW1.4 WELDED WIRE FABRIC
REINFORCING. PROVIDE 2" MINIMUM CLEARANCE FROM WWF TO BOTTOM OF SLAB. CRAWL SPACE RAT
SLAB MAYBE REDUCED TO 2" THICKNESS. REFER TO ARCHITECTURAL DRAWINGS. SLABS SHALL BE
PLACED OVER A 10 MIL VAPOR BARRIER ATOP RIGID INSULATION PER ARCH OVER 4" OF SUITABLE
DRAINING SUBGRADE MATERIAL.
5. CONTRACTOR IS RESPONSIBLE FOR ESTABLISHING FINAL FOOTING ELEVATIONS BASED ON FIELD
CONDITIONS & FOR COORDINATING TOW & TOF ELEV W/ARCH DRAWINGS.
6. CONTROL JOINTS ARE REQUIRED IN THE SLAB ON GRADE. REFER TO THE TYPICAL SLAB ON GRADE
DETAILS FOR CONSTRUCTION REQUIREMENTS. ALL JOINT LOCATIONS SHALL BE APPROVED BY THE
ENGINEER AND ARCHITECT PRIOR TO PLACING CONCRETE.
(3) 2x 10, TYF
7. ALL CONTINUOUS FOOTING REINFORCING SHALL BE PLACED THRU SPREAD FOOTINGS IF APPLICABLE.
PROVIDE CORNER, HOOKED, OR BENT BARS MATCHING FOOTING REINFORCING AT ALL INTERSECTIONS
AND CHANGES IN FOOTING DIRECTION.
8. REFER TO ARCHITECTURAL DRAWINGS FOR VENT LOCATIONS.
FLOOR FRAMING PLAN NOTES.
1. REFER TO THE STRUCTURAL NOTES AND SCHEDULES ON THE S1 SHEETS AND TO THE TYPICAL WOOD
FRAMING DETAILS ON THE S4 SHEETS FOR FRAMING REQUIREMENTS NOT SPECIFICALLY SHOWN ON
THE FLOOR FRAMING PLAN OR IN THESE PLAN NOTES.
2. FLOOR SHEATHING SHALL BE 314" MINIMUM THICKNESS WITH A 40120 SPAN RATING. ATTACH TO FRAMING
BELOW WITH 10d NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES, SHEAR
WALLS, AND COLLECTOR ELEMENTS INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL
BE 10d NAILS SPACED AT 12" OC. REFER TO TYPICAL FRAMING DETAILS FOR SHEATHING LAYOUT.
PROVIDE ADHESIVE ATOP EACH JOIST AS SPECIFIED BY THE ARCHITECT BEFORE INSTALLING
SHEATHING. FLOOR SHEATHING IS UNBLOCKED UNO ON PLAN
3. WALL STUD FRAMING SHALL BE AS FOLLOWS:
2x6 HF STUD Ca 16" OC FOR EXTERIOR WALLS AND INTERIOR 6" BEARING WALLS.
2x4 HF STUD Ca 16" OC FOR INTERIOR 4" BEARING WALLS.
2x4 OR 2x6 HF STUDS Ca 16" OC FOR INTERIOR NON -BEARING WALLS
REFER TO ARCHITECTURAL DRAWING FOR DETERMINATION OF WALL TYPE. ALL SILL AND TOP PLATES
SHALL BE HF STUD GRADE.
4. ALL COLUMNS, TRIMMER STUDS, AND BEARING WALLS SHALL BE CONTINUED DOWN TO THE
FOUNDATION UNLESS SUPPORTED BYA BEAM BELOW. SOLID BLOCKING SHALL BE PROVIDED WITHIN
JOIST SPACES AT THESE LOCATIONS. PROVIDE (2) STUDS MINIMUM AT FLUSH BEAMS UNO.
5. MULTIPLE PLY BEAMS SHALL BE FASTENED TOGETHER WITH (2) ROWS OF 10d @a 12" OC. PROVIDE 2"
MINIMUM EDGE DISTANCE TOP & BOTTOM AND ALTERNATE NAILING ON EACH FACE OF BEAM.
6. PROVIDE CS16 STRAP AT LOCATIONS WHERE COLUMN OR BEAM CUTS DOUBLE TOP PLATE. EXTEND
STRAP 12" BEYOND THE CUT EACH DIRECTION WITH (10) 10d EA SIDE.
7. REFER TO DESIGN LOADS ON S-1 FOR ADDITIONAL LOAD AND SUBMITTAL REQUIREMENTS.
CONTRACTOR SHALL PROVIDE ALL TEMPORARY & SAFETY BRACING & BLOCKING AS REQ'D BY THE
MANUFACTURER.
8. CONVENTIONALLY FRAME STAIRS PER TYPICAL DETAILS OR PER ARCH.
FLOOR FRAMING PLAN
SCALE: 3/16" = 1 '-0"
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Nov 22
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DEVELOPMENT:
DEPARTME
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� 40785
�sIONAL
07l26123
REV. DATE
DESCRIPTION
0
07126123
PERMIT SUBMITTAL
PROJECT NO.:
23043.01
DESIGNED BY:
LFM
DRAWN BY:
LFM
CHECKED BY:
CAB
SHEET TITLE:
FLOOR
FRAMING PLAN
1461
VED
'023
DNDS
-ERVICES
NT
SHEET NO.:
S2.2
ROOF FRAMING PLAN NOTES:
1. REFER TO THE STRUCTURAL NOTES AND SCHEDULES ON THE S1 SHEETS AND TO THE TYPICAL WOOD
FRAMING DETAILS ON THE S4 SHEETS FOR FRAMING REQUIREMENTS NOT SPECIFICALLY SHOWN ON
THE ROOF FRAMING PLAN OR IN THESE PLAN NOTES.
2. PLYWOOD ROOF SHEATHING SHALL BE 112" MINIMUM WITH A 32116 SPAN RATING. ATTACH TO FRAMING
BELOW WITH 8d NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES, SHEAR WALLS,
AND COLLECTOR ELEMENTS INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE
SAME SIZE NAILS SPACED AT 12" OC. REFER TO TYPICAL FRAMING DETAILS FOR SHEATHING LAYOUT.
ROOF SHEATHING IS UNBLOCKED LINO ON PLAN.
3. TYPICAL HEADERS FOR EXTERIOR AND BEARING WALL LOCATIONS SHALL BE 4x6 DF#2 FOR SPANS LESS
THAN 4' SUPPORTED BYA MINIMUM OF (1) JACK STUD AND (1) 2x KING STUD. FOR SPANS UP TO 6, USE
4x10 DF#2 SUPPORTED BY (2) JACK STUDS AND (1) KING STUD. ALL JACK AND KING STUDS SHALL MATCH
WIDTH OF WALL FRAMING.
4. WALL STUD FRAMING SHALL BE AS FOLLOWS:
• 2x6 HF STUD C 16" OC FOR EXTERIOR WALLS AND INTERIOR 6" BEARING WALLS.
• 2x4 HF STUD 0 16" OC FOR INTERIOR 4" BEARING WALLS.
• 2x4 OR 2x6 HF STUDS 0 16" OC FOR INTERIOR NON -BEARING WALLS
REFER TO ARCHITECTURAL DRAWINGS FOR DETERMINATION OF WALL TYPE. ALL SILL AND TOP PLATES
SHALL BE HF STUD GRADE.
5. ALL COLUMNS, TRIMMER STUDS, AND BEARING WALLS SHALL BE CONTINUED DOWN TO THE
FOUNDATION UNLESS SUPPORTED BYA BEAM BELOW. SOLID BLOCKING SHALL BE PROVIDED WITHIN
JOIST SPACES AT THESE LOCATIONS. PROVIDE (2) STUDS MINIMUM AT FLUSH BEAMS UNO.
6. MULTIPLE PLY BEAMS SHALL BE FASTENED TOGETHER WITH (2) ROWS OF 10d 0 12" OC. PROVIDE 2"
MINIMUM EDGE DISTANCE TOP & BOTTOM AND ALTERNATE NAILING ON EACH FACE OF BEAM.
7. PROVIDE CS16 STRAP AT LOCATIONS WHERE COLUMN OR BEAM CUTS DOUBLE TOP PLATE. EXTEND
STRAP 12" BEYOND THE CUT EACH DIRECTION WITH (10) 10d EA SIDE.
8. ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24" OC UNO. REFER TO
DESIGN LOADS ON S1 FOR ADDITIONAL LOAD AND SUBMITTAL REQUIREMENTS. CONTRACTOR SHALL
PROVIDE ALL TEMPORARY & SAFETY BRACING & BLOCKING AS REQ'D BY THE MANUFACTURER.
9. ATTACH EACH END OF EVERY OTHER ROOF TRUSS TO THE EXTERIOR WALL TOP PLATE BELOW WITH A
SIMPSON H1 CLIP OR SD WC15600 TRUSS SCREW.
i
ROOF FRAMING PLAN
SCALE: 3/16" = 1 '-0"
OPENING W/ 2x6 DF#2
AND LUS24 EA END
'S
IMED, TYP
EXIST COLUMN
4x 12 DF#2
HEADER PE)
NOTES, TYP
PLAN NOTE, TYP
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Nov 22
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CITY OF EDM
DEVELOPMENT:
DEPARTME
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� 40785
�sIONAL
07l26123
REV. DATE
DESCRIPTION
0
07126123
PERMIT SUBMITTAL
PROJECT NO.:
23043.01
DESIGNED BY:
LFM
DRAWN BY:
LFM
CHECKED BY:
CAB
SHEET TITLE:
ROOF
FRAMING PLAN
1461
VED
'023
DNDS
-ERVICES
NT
SHEET NO.:
S2.3
CORNER BARS WITH LAP EA.
LAP SPLICE-41 SIDE MAYBE SUBSTITUTED
FOR 900 HOOKED BARS
STD 900 HOOK
TYP UNO
ALTERNATE HOOK
FOR SINGLE LAYER
ADD VERT AT WALL
END FOR SINGLE
LAYER
•
STD 180-HOOK
AT WALL ENDS
ADD (2) VERT AT WALL
END FOR (2) LAYERS
•
ADDED VERT CORNER, END, AND
WALL INTERSECTION BARS SHALL
MATCH SIZE OF WALL REINFORCING
NOTE:
REFER TO STRUCTURAL NOTES,
PLANS, AND DETAILS FOR REINF.
ALL BARS SHALL BE CONTINUOUS
OR SPLICED PER STRUCT NOTES
W
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CORNER BARS TO MATCH SIZE AND
SPACING OF HORIZ WALL REINF U
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PLACE VERT REINF OUTSIDE UNO
LAP SPLICE
TYPICAL CONCRETE WALL REINFORCING DETAIL
SCALE: NTS
ADD (1) #5 IN WALL.
EXTEND 2'-0" X-0" MIN
BEYOND EA SIDE
OF EA STEP
=11
III=III- j3" CLR
TYP
D
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Ilk LAP SPLICE
TYP
O
III=III= �
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_ BENT Z BARS TO MATCH
=III & LAP FOOTING REINF
UNDISTURBED EARTH OR
COMPACTED FILL PER
STRUCTURAL NOTES
TYPICAL FOOTING STEP
SCALE: 112" = 1 '-O"
STUD FRAMING PER PLAN OR
"
NOTES. SHEATHING & NAILING,
PER SW SCHEDULE
PANEL EDGE NAILING PER SW
SCHED TYP Ca ALL SILL PLATES
CONT 2x RIM BOARD TO MATCH
DEPTH & GRADE OF JOIST
FRAMING
I
PT SILL PL W/ANCHOR BOLT SIZE
AND SPACING PER STRUCTURAL
I
NOTES, PLANS, OR SW SCHED
•
FINISHED GRADE SLOPED
AWAY FROM BLDG PER ARCHCIO
T
i
•
IN AREAS WITH EXPOSED
CONC FLOORS, EDGE SLAB
WITH 118" MAX RADIUS AND
FILL JOINT WITH SEALANT
518"0 x 2'-O" SMOOTH SLIP
DOWEL BARS AT 12" OC, TYP
UNO. GREASE 112 OF BAR
X X
a
CONC SLAB ON GRADE PER
PLAN OR NOTES
REINF SHALL NOT PASS THRU
JOINT
CONSTRUCTION JOINT
SAWCUT JOINT. IN AREAS WITH CONC SLAB ON GRADE
EXPOSED CONC FLOORS FILL JOINT PER PLAN OR NOTES
WITH SEALANT. IN LIEU OF SAWCUT
JOINTS CONTRACTOR MAY USE
PREMOLDED JOINT STRIP.
X X X X X X
NOTE:
1. CONTROL OR CONSTRUCTION JOINTS ARE REQUIRED TO
BREAK UP EACH SLAB INTO RECTANGULAR AREAS OF LESS
THAN 400 SQUARE FEET. AREAS SHALL BE AS SQUARE AS
PRACTICAL WITH NO ACUTE ANGLES. ALL JOINTS SHALL BE
APPROVED BY THE ARCHITECT PRIOR TO PLACEMENT.
2. PLACE SLAB ON GRADE ON VAPOR BARRIER OVER SUITABLE
COMPACTED SUBGRADE MATERIAL. REFER TO PLAN NOTES.
3. REFER TO ARCHITECTURAL DRAWINGS OR FOUNDATION
PLAN FOR LOCATION OF JOINTS
IF BAR REINF USED, PROVIDE CONC SLAB ON GRADE
Z' BARS W/ LAP SPLICE PER PER PLAN OR NOTES
STRUCTURAL NOTES
SLAB STEP
PER PLAN-
X X . X a f
-a xz, X—X
1
CONTROL/CONTRACTION JOINT SLAB STEP
DTYPICAL SLAB ON GRADE DETAILS
2 SCALE: 1"= 1'-0"
WALL FRAMING, SHEATHING, PROVIDE BLOCK OUT AT
SILL PLATE, AND ANCHOR DOOR OPENINGS WHERE
BOLTS PER STRUCTURAL REQD.
NOTES, PLANS, AND
4"0 PERFORATED PVC PIPE WITH SCHEDULES SLAB ON GRADE AND
PERFORATIONS DOWNWARD SUBGRADE PER
AND 6" OF 1 " MINUS GRAVEL ALL FOUNDATION PLAN
AROUND. WRAP IN NON -WOVEN FINISHED GRADE
GEOTEXTILE FABRIC. SLOPE TO SLOPED AWAY FROM 7—J
DRAIN 118" PER 1 '-O" MIN. OR PER BLDG PER ARCH k I
CIVIL DRAWINGS AS APPLICABLE. I • I — X X X
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LINE OF MAX EXCAVATION.cr
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IF SOIL IS OVER 1 FOOTING DRAIN / 6" "' U
EXCAVATED, REPLACE /
WITH LEAN MIX CONCRETE. PER TYP DETAIL MIN
FIRM BEARING SOIL SIZE & REINF ALT HOOKAS
OR COMPACTED PER PLAN & SCHED SHOWN
STRUCTURAL FILL
TYPICAL FOOTING DRAIN TYPICAL STEM WALL DETAIL
SILL PLATE NAILING PER SW SCHED
FULL DEPTH BLKG AT ALL
COLUMNS & HOLDOWN CHORDS
2x JOIST PER PLAN WITH (3) 8d TOE
NAILS TO SILL PL TYP. FLOOR
SHEATHING & NAILING PER PLAN
NOTES
Z�
OW
SIMPSON A35 EVERY Q Q
OTHER JOISTLL
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TYPICAL DETAIL
W/ (2) CONT AT TOW
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PER PLAN
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BEARING FOUNDATION AT CRAWLSPACE
O
SCALE: 1 " = 1 '-O"
SCALE: 1 " = P-O"
CONT 2x RIM BOARD TO MATCH
DEPTH & GRADE OF JOIST
FRAMING
SCALE: 1 " = P-O"
1Od Ca 4" OC EA BLOCK
(3) 1Od END NAILS EA
END EA BLOCK
2x BLKG C& 4'-O" TO
z Q •� • MATCH DEPTH & GRADE
OF JOIST FRAMING
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NOTE:
REFER TO BEARING
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DETAIL FOR INFORMATION NOT
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NON -BEARING FOUNDATION AT CRAWLSPACE
SCALE: 1"= 1'-O"
#4 CONT NOSING BAR
FINISHED GRADE OR PAVING
SLOPED AWAY FROM BLDG
PER ARCH
TRENCH EXCAVATION
PARALLEL TO FTG
SLEEVES TO
V-6"ol CLEAR PIPE I" W U NO PIPES
MIN ALL SIDES Lu ALLOWED IN
j� U) Lu THIS REGION.
LOWER FTGS
AS REQD
TOF
PIPE
BOF
2/ /' II I I I I
1p
LOWER BOF
AS REQD
PIPE TRENCH EXCAVATION PARALLEL 6" MIN
TO FOOTING IS NOT ALLOWED TYP
BELOW THIS LINE. STEP FTG AS
REQUIRED FOR THIS CONDITION
l� PI CA o FULL HT OF HOLDOWN STUDS
P N A T FO UNDA TION/WALL S
WHERE CONCRE WA WI1�FA
HT > 3'-0" EXISTS, MAY
EXTEND 24"MIN INTO WALL W/ SHEAR WALL PER PLAN AND SCHED
DBL NUT & WASHER AS SHOWN.
SSTB ANCHOR BOLTS MAYBE
SUBSTITUTED AS ALLOWED IN
THE HOLDOWN SCHEDULE.
COUNTERSINK ADDITIONAL
END STUD WHERE REQD
THREADED ROD AS REQD
FOR HOLDOWN W/ DBL NUT
AND WASHER AT BASE.
EXTEND ROD TO BOT OF FTG,
UNO ON HOLDOWN SCHED
TOP OF FTG
HOLDOWN PER
PLAN AND SCHED
ADD (2) #4 x 4' AT TOP OF INTERIOR
FOOTINGS AT HOLDOWN LOCATIONS
WITHOUT A STEM WALL. REMAINING
FTG REINFORCING NOT SHOWN FOR
CLARITY.
HOLDOWN DETAIL
SCALE: NTS
#4 0 18" O.C. EXTEND BAR 12"
INTO SLAB O° °� o�
obo o�
SLAB ON GRADE AND SUBGRADE
PER FOUNDATION PLAN. SLOPE
SLAB PER ARCH PLAN
III=III • X_ X_ X X— X LAN
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1 '-O" MIN BELOW SLAB. 0 -I I I I I oQo°° oQo°o
0
EXTEND TO FTG WHERE — — — —
REQD BY PLAN NOTE OR I I I I„III„III„III„III;
TO FROST DEPTH WHERE
REQD BYJURISDICTION _
I i (2) #4 CONT UNO ON
PLANS
FOOTING (WHERE
APPLICABLE)
I I 1 '-0"MIN UNLESS ON
---------------------- FTG, THEN O'-8" MIN.
THICKENED SLAB EDGE
SCALE: 1"= 1'-O"
SCALE: 1"= 1'-O"
"
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ONAL
01l26123
REV. DATE
DESCRIPTION
0 07126123
PERMIT SUBMITTAL
PROJECT NO.:
23043.01
DESIGNED BY:
LFM
DRAWN BY.
LFM
CHECKED BY
CAB
SHEET TITLE:
FOUNDATION
DETAILS
SHEET NO.:
S3.1
1461
VED
023
)NDS
RVICES
NIT
HEADER WITH CRIPPLE
STUDS PER PLAN
(WHERE APPLICABLE)
FULL -HEIGHT HOLDOWN
CHORD PER SCHEDULE.
PROVIDE PANEL EDGE
NAILING.
PT SILL PLATE W/ANCHOR
BOLTS PER SHEAR WALL
SCHEDULE. PROVIDE
SIMPSON BP PL WASHERS
WITHIN 1/2" OF SHEATHING.
PROVIDE PANEL EDGE
NAILING INTO SILL PL.
CONCRETE STEM OR FTG
NOTES:
1. REFER TO STRUCTURAL NOTES FOR
ADDITIONAL INFORMATION.
--------n---- ------n-------n-------n-------ri-----
I.I I•I I'I I'I I'I I I
II II II II II II
II II II II II II
II II II II II
STAGGER NAILS ON EA I I I I I I I I
SIDE OF PANEL JOINT I I I I I I I I
I WHERE REQUIRED ON
I'I I'I I'I I•I
I SHEAR WALL SCHED I I I I I I I I I I
FRAMING AT ADJOINING I I
I I I I I I I PANEL EDGES PER I I
• I I• I I I• I' I SHEAR WALL SCHED i• I /
•} I I
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AB SIZE AND SPACING
PER PLAN AND SHEAR
WALL SCHEDULE, TYP
TYPICAL SHEAR WALL DETAIL
SCALE:3/4"= 1'-0"
BEAM PE
AND SC/
SIMPSON L
A35 EACH
COL PER PL
SCI, LV II
BEAM WIDTH, UNO
PARALLEL TO STUD WALL
JOIST FRAMING
PLAN & SCHEDI
STUD WALL
FRAMING PER
PLAN & NOTES
COL P
TYPICAL FLUSH BEAM SUPPORT DETAILS
SCALE: 1"= 1'-0"
II II I
II II II
II II II
II II II
1L--4- _1L-------
II II I(
RIM BOARD
OR BLOCKING
BEAM WIDTH, UNO
PERPENDICULAR TO STUD WALL
III
III
III
III
III
III
II
I
I' I
III
III
I�
PANEL EDGE NAILING
PER SHEAR WALL
SCHEDULE. PROVIDE
EDGE NAILING Caj
HOLDOWN CHORDS
SHEATHING PER SHEAR
WALL SCHEDULE W/ FIELD
NAILING Caj 12" OC
HOLDOWN CHORD PER
SCHEDULE. REFER TO
TYPICAL BUILT-UP
COLUMN DETAIL
ADDITIONAL END
STUD IF REQUIRED
TO PROVIDE
COUNTERSINK FOR
HOLDOWN BOLTS
HOLDOWN ANCHOR PER
SCHEDULE
SIMPSON CNW COUPLER
NUT W/ SIZE TO MATCH
HOLDOWN ANCHORAGE
PROVIDE SOLID BLKG
EQUAL TO WIDTH OF
HOLDOWN CHORD ABOVE
CONIC STEM
WALL & FTG
LENGTH OF NOTCH SHALL
NOT EXCEED 1/3RD THE
O
JOIST DEPTH
O
T
PRE -DRILL HOLE AT
CORNERS OF NOTCHES.
DO NOT OVERCUT
NOTCH AT END OF
JOISTS SHALL NOT
EXCEED 1/4 THE JOIST
DEPTH. DO NOT NOTCH
WHERE PRACTICABLE.
MAX HOLE 0 SHALL NOT
EXCEED 40 % THE STUD
DEPTH (I.E. 2 1/4" FOR 2x6,
1 1/4" FOR 2x4). MINIMIZE
HOLE DIAMETER WHERE
POSSIBLE.
x
W
0
x NOTCH DEP
OR HOLE O
1/4 OF STUD
WIDTH MAX
z
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T
5/8" MIN CLR
I-O EDGE
NOTES:
1. PANELS SHALL BE 4' x 8' EXCEPT AT BOUNDARIES AND CHANGES IN
FRAMING WHERE THE MINIMUM PANEL DIMENSION SHALL BE 24".
2. NAILING SHALL BE PER PLAN AND NOTES. MINIMUM NAIL SPACING IS 6" O.C.
AT PANEL EDGES AND 12" O. C. AT INTERMEDIATE FRAMING, UNO.
FRAMING AND SPACING
PER PLAN (SHEATHING
NOT SHOWN FOR
CLARITYAT FRAMING)
CONT. PANEL EDGES.
PROVIDE 2x OR 3x BLKG
TIGHT TO FRAMING WHEN
SPECIFIED.
4' x 8' SHEATHING PANEL,
TYP. STAGGER PANELS 4'
PERP. TO FRAMING
TYPICAL FLOOR/ ROOF SHEATHING DETAIL
SCALE:NTS
0.131"0x3"NAILS Cd) 12" OC
2 1/4" END STAGGERED FACE NAILING TYPICAL
DISTANCE, TYP FULL LENGTH OF DBL TOP PLATE
TOP CHORD 3" OC
SPLICE SPACING
BOTTOM
(2) ROWS OF (6) 0.131 "O x 3"NAILS CHORD
Cd 3" OC EA SIDE OF SPLICE SPLICE
PROVIDE CONT TOP PLATES
WHERE LENGTH IS 12' OR LESS
6'-0" MIN BETWEEN SPLICES.
SPLICES OCCUR AT � OF VERT STUDS
TYPICAL TOP PLATE SPLICE DETAIL
SCALEI"= 1'-0"
MAX HOLE O SHALL NOT
EXCEED 1/3 THE JOIST DEPTH
(I.E. 3" FOR 2x10, 3.75" FOR 2x 12).
MINIMIZE HOLE DIAMETER
WHERE POSSIBLE.
ccO
J m
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2x JOISTS PER PLAN OR
SCHEDULE. REFER TO MFR
RECOMMENDATIONS FOR
I -JOIST HOLES AND NOTCHES.
NOTE:
1. NOTCHES ARE NOT PERMITTED IN THE
MIDDLE 1/3 OF THE JOIST SPAN.
2. NOTCHES ARE NOT PERMITTED ON
THE BOTTOM (TENSION FACE) OF
JOISTS WHERE THE WIDTH IS 4x OR
GREATER.
ALLOWABLE HOLES & NOTCHES
SCALE: 1 " = 1 '-0"
PANEL EDGE NAILING PER
SHEAR WALL SCHEDULE
W U
N Z
CO
0
ADJACENT NAILS IN A
ROW ARE TO BE
DRIVEN FROM
OPPOSITE SIDES, TYP
(3) STUDS MAX TO
BE USED FOR
BUILT-UP COLUMNS
UNO ON PLANS
8" OC MAX SPACING BETWEEN
ADJACENT NAILS IN A ROW
STAGGER NAILS EA SIDE OF STUD
WITH 1 1/2" EDGE DISTANCE.
PROVIDE 0.148" x 3" NAILS FOR (2)
STUDS & 0.207" x 4 1/2" NAILS FOR
(3) STUDS.
PROVIDE (1) ROW OF STAGGERED
NAILING FOR 2x4 STUDS. PROVIDE
(2) ROWS FOR 2x6 STUDS.
TYPICAL BUILT-UP STUD COLUMN DETAIL
SCALE.
SIMPSON A35 AT EXT DBL TOP PLATE
WALLS WITH SPANS PER TYP DETAIL
GREATER THAN 6'
(6) 0.131 "0 x 3"
NAILS EA END
TYPICAL WALL STUDS / I I till � AND NOTES PER PLAN
PER PLAN OR NOTES J
TYP BUILT-UP STUD
NAILING
(1) FULL HT STUD UNO ON PLANS CRIPPLE STUDS PER PLAN,
OR COL/HOLDOWN SCHEDULES. NOTES, OR COL SCHED
TYPICAL HEADER DETAIL
SCALE: 1 " = 1 '-0"
NAILING PER BUILT-UP
STUD DETAIL PANEL EDGE NAILING
PER SW SCHEDULE
WALL FRAMING, SHEATHING,
AND NAILING PER PLAN AND
SHEAR WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
A. CORNER INTERSECTION B. 'T' INTERSECTION
PANEL EDGE NAILING PER
SHEAR WALL SCHEDULE
NAILING PER BUILT-UP
STUD DETAIL
WALL FRAMING, SHEATHING,
AND NAILING PER PLAN AND
SHEAR WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
TYPICAL SHEAR WALL INTERSECTION DETAIL
SCALE: 1 " = 1 '-0"
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REV. DATE
DESCRIPTION
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07126123
PERMIT SUBMITTAL
PROJECT NO.:
23043.01
DESIGNED BY:
LFM
DRAWN BY:
LFM
CHECKED BY:
CAB
SHEET TITLE:
WOOD FRAMING
DETAILS
1461
VED
023
)NDS
RVICES
NT
SHEET NO.:
S4.1
DIAPHRAGM BOUNDARY 2x4 BLKG W/ SILL PLATE ROOF SHEATHING & NAILING
PER PLAN NOTES.
NAILING PER PLAN NOTES. NAILING OR FRAMING
PROVIDE 8d @a 6" OC MIN. CLIP PER SW SCHED
FULL DEPTH BLKG RIPPED
TO MATCH SLOPE OF ROOF.
TRUSS MFR TO PROVIDE
TRUSS BLOCKING IF DEPTH
AT WALL GREATER THAN
2x12 FRAMING.
SILL PLATE NAILING PER
i
SW SCHED
PRE-MFR ROOF TRUSS
PANEL EDGE NAILING PER
PER PLAN WITH (3) 10d 10d 8" OC, TYP
TOE NAILS TO TOP
SW SCHED TYP AT DBL
PLATE. ROOF
TOP PLATE
SHEATHING & NAILING EXISTING FRAMING PER PLAN.
PER PLAN NOTES.
STUD FRAMING PER PLAN
2x4 CONTINOUS NAILER (a 24" OC
OR NOTES. SHEATHING &
SIMPSON TIE AT EACH W/ (2) 16d INTO EA TRUSS
NAILING PER SW SCHED
END OF TRUSS PER
PLAN NOTES
TRUSS BEARING WALL DETAIL
SCALE: 1"= 1'-0"
NOTE:
1. POSTS MAY BE INS7
EITHER SIDE OF RIN
2. REFER TO TYPICAL (
ELEVATION FOR AD
INFORMATION NOT
SPECIFICALLY CALL
3. REFER TO BOTH PAI
PERPENDICULAR C(
FOR INFORMATION.
POST Ca) RIM PARALLEL TO JOIST
TYPICAL GUARD SECTIONS
SCALE: 1"= 1'-0"
4x4 GUARD POST PER
TYPICAL GUARD
ELEVATION. DO NOT
NOTCH.
RIM JOIST PER
FRAMING PLAN
DECK FRAMING PER
PLAN
1800 LB TENSION
STRAP EA SIDE OF
BLKG
2x BLKG @a EA POST.
ADD (3) 10d RING
SHANK NAILS EA SIDE
2x CONT BLKG TO MATCH
DEPTH OF TOP CHORD �a
RIDGE
PRE-MFR TRUSS OVER
FRAMING 24" OC
TRUSS OVERFRAMING DETAIL
SCALE: 1 " = 1 '-0"
EDGE BEAM PER
FRAMING PLAN
DECK FRAMING PER
PLAN
1800 LB TENSION
STRAP 0 JOIST. IF
POST BTWN JOISTS,
PROVIDE (1) STRAP �a
EA ADJACENT JOIST
POST Ca RIM PERPENDICULAR TO JOIST
(2) 1 /2"O
w/ WASHL..., ...
TYPICAL GUARD ELEVATION
SCALE: 1 " = 1 '-0"
NOTE:
1. REFER TO ARCH DWGS & IBC FOR DIMENSIONAL
TOLERANCES OF STAIRS & LANDINGS.
2. PROVIDE GUARD AND HANDRAILS AS REQUIRED PER IBC.
3. MAXIMUM STRINGER SPAN IS 8'-0". PROVIDE
INTERMEDIATE SUPPORT WHERE SPANS EXCEED THIS.
FRAMING PER PLAN
2x 12 NOTCHED
STRINGER w/2x6
REINFORCEMENT
p
°
2x BLKG EA STRINGER
AT LANDINGS. ADD (3) 10d
NAILS EA SIDE
2x6 TOP RAIL. ATTACH
TO EA POST w/ (3) #12
x 3" SCREWS OR (3)
16d RING SHANK NAILS
2x4 TOP & BOT.
ATTACH TO POST w/ (2)
8d RING SHANK NAILS
OR (2) #8 x 2 1 /2" OR
LONGER SCREWS
NOTE:
REFER TO TYPICAL
GUARD SECTIONS FOR
INFORMATION NOT
CALLED OUT.
2x2 BALUSTER TYP
4x4 POST, TYP. DO
NOT NOTCH
CEDAR DECKING
UNO BY OWNER
RIM JOIST PER
FRAMING PLAN
TREAD & RISER PER ARCH. USE
2x12 NOTCHED STRINGER TREADS PER ARCH. 1 1/8" PLYWOOD TREAD UNO.
W/2x6 REINFORCEMENT USE 1 1/8" PLYWOOD
& 8' MAX SPAN TREAD UNO. 2x BLKG TIGHT TO STRINGERS
PT 2x THRUST PLATE TIGHT TO
16" OC MAX
UNO ON PLANS
SIMPSON LSSU210-2 EA STRINGER STRINGER W/ (3) 10d
TYP EA SIDE OF MID -SPAN BEAM EA STUD AT WALLS.
WHERE APPLICABLE
STRINGER 0 BEAM OR LANDING
TYPICAL STAIR DETAILS
SCALE: 1"= 1'-0"
STRINGER SECTION
STRINGERS. PROVIDE (2) HILTI
X-DNI FASTENERS EA BLOCK w/
2" MIN EMBED INTO FTG.
Z �
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coU STRINGER 0 LOWER LANDING
2x 12 NOTCHED
STRINGER @a 16"
OC MAX SPACING
W/ 8' MAX SPAN.
DO NOT OVERCUT
TREAD OR RISER
NOTCHES
2x6 SISTERED TO SIDE
OF 2x 12 W/ (2) ROWS
OF 10d NAILS
STAGGERED 0 6" OC
AS SHOWN
FTG PER PLAN
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DEPARTME
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01l2612�
REV. DATE
DESCRIPTION
0
07126123
PERMIT SUBMITTAL
PROJECT NO.:
23043.01
DESIGNED BY:
LFM
DRAWN BY.
LFM
CHECKED BY:
CAB
SHEET TITLE:
ROOF FRAMING
DETAILS
1461
023
DNDS
ERVICES
NT
SHEET NO.:
S4.2