Harb Fire Damage Repair Structural Drawings 03.02.20STRUCTURAL NOTES
O 14M
(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS)
CODE
ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,
SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. SPECIFICATIONS AND STANDARDS
WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION.
DESIGN LOADS
DEAD LOADS:
ROOF 15 PSF
FLOOR 15 PSF
LIVE LOADS:
ROOF (SNOW LOAD) 25 PSF
FLOOR 40 PSF
(LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10).
STATEMENT OF SPECIAL INSPECTIONS
SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A
WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF
WORK IN ACCORDANCE WITH CHAPTER 1704.4 OF THE IBC.
FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY
SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS
SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL.
SPECIAL INSPECTION
NOT REQUIRED
FOUNDATIONS: SPREAD FOOTINGS
SOILS REPORT: REPORT NO:
PREPARED BY:
DATED:
ALLOWABLE SOIL PRESSURE: 2000 PSF (ASSUMED; TO BE FIELD VERIFIED DURING CONSTRUCTION)
LATERAL EARTH PRESSURE:
UNRESTRAINED:
RESTRAINED:
PASSIVE:
COEFFICIENT OF FRICTION
35 PCF + ANY APPLICABLE SURCHARGE
50 PCF + ANY APPLICABLE SURCHARGE
300 PCF
0.35
FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND
AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS
REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE
CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW
COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE.
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 (12") INCHES IN LOOSE
THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM
TEST METHOD D1557-00.
BACKFILL BEHIND ALL RETAINING WALLS WITH WELL -DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE
DRAINAGE. PROVIDE DAMPPROOFING AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER
ARCHITECTURAL SPECIFICATIONS.
EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER.
IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL
ENGINEER FOR POSSIBLE FOUNDATION REDESIGN.
EXPANSION ANCHORS
BASE MATERIAL
ANCHOR SIZE
MINIMUM
ALLOWABLE
ALLOWABLE SHEAR
EMBEDMENT
TENSION
CONCRETE
1/2"0
3 1/2"
1,929
2,009
CONCRETE
5/8"0
4"
2,637
3,447
CONCRETE
3/4"0
1 4 3/4"
1 3,481
1 5,140
NOTE:
1. THE ABOVE VALUES ARE BASED ON HILTI CARBON STEEL KWIK BOLT III EXPANSION ANCHORS INSTALLED IN
NORMAL WEIGHT CONCRETE, f'c = 2500 PSI.
2. SPECIAL INSPECTION IS REQUIRED PRIOR TO INSTALLING ANCHOR PER THE MANUFACTURER'S ICBO REPORT.
3. THE ABOVE VALUES ARE BASED ON AN EDGE DISTANCE GREATER THAN 10" AND A MINIMUM SPACING OF 12".
CONTACT ENGINEER FOR OTHER CONDITIONS.
LUMBER
ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA
GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS:
SIZE CLASSIFICATION
SPECIES
GRADE
Fb (PSI)
Fc (PSI)
SLEEPERS
DOUG-FIR
STUD
700
-
LIGHT FRAMING (STUDS)
HEM -FIR
STUD
675
800
2x JOISTS AND PLANKS
HEM -FIR
#2
850
-
PLATES AND BLOCKING
HEM -FIR
#2
850
-
6x AND LARGER BEAMS AND
STRINGERS
DOUG-FIR
#2
875
-
4x AND SMALLER BEAMS AND
STRINGERS
HEM -FIR
#2
850
-
ALL POSTS AND TIMBERS
DOUG-FIR
#1
1200
1000
REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS.
UNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD -BASED MEMBERS EXPOSED TO WEATHER OR IN
CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE -TREATED BY
VACUUM -PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD U1.
NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD
ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NDS) FOR
WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.10.1 NAILING
SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL
MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES:
NAIL
SHANK 0
MIN LENGTH
8d COMMON
0.1310
2 1/2" SHANK
10d COMMON
0.1480
3" SHANK
12d COMMON
0.1480
3 1/4" SHANK
16d COMMON
0.1620
3 1/2" SHANK
10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING
MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148" 0 x 3 1/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED
WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS
ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION.
ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS
OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE
SHANK AND THREADED PORTIONS PER NDS 11.1.3.
CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, CATALOG
TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE
WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED
BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS,
SCREWS, OR BOLTS IN EACH MEMBER.
INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE
(MINIMUM) AS MEMBERS CONNECTED.
GALVANIZATION
UNLESS NOTED OTHERWISE, STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED
ACCORDING TO THE FOLLOWING TABLE:
GALVANIZATION
UNTREATED
WOOD
CCA-C
SBX
ACQ-C
ACQ-D
CBA-A
CA-B
OTHER
BORATE
ACZA
OTHER PT
WOOD
G90
X
X
X
G 185
X
X
X
X
X
X
HDG
X
X
X
X
X
X
STT300
X
X
X
X
X
X
X
X
G90 = 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA
G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA
HDG = HOT DIP GALVANIZED
SST300 = TYPE 316L STAINLESS STEEL
RATED SHEATHING
RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE
IN CONFORMANCE WITH IBC STANDARD 2303.1.4.
TIMBERSTRAND, MICROLLAM, AND PARALLAM MEMBERS
FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE (ICC-ES) REPORT
NO. ESR-1387 OR CCMC REPORT NO. 12627-R, 08675-R, AND 11161-R. EACH MEMBER SHALL BE IDENTIFIED BY A
STAMP INDICATING THE PRODUCT TYPE AND GRADE, ICC-ES OR CCMC REPORT NUMBER, MANUFACTURER'S NAME,
PLANT NUMBER AND INDEPENDENT INSPECTION AGENCY'S LOGO. FABRICATOR SHALL BE CERTIFIED. MEMBERS
SHALL MEET THE FOLLOWING MINIMUM STANDARDS:
SIZE CLASSIFICATION
SPECIES
GRADE
Fb (PSI)
Fv (PSI
Fc (PSI)
BEAMS & POSTS (d < 9 1/2")
LSL
1.3E
1,700
425
1,835
RIMS & BEAMS (d >_ 9 1/2")
LSL
1.55E
2,325
310
-
BEAMS & POSTS
LVL
2.0E
2,600
285
2,510
POSTS (d < 9 1/2")
PSL
1.8E
2,400
190
2,500
BEAMS (d >_ 9 1/2")
PSL
2.0E
2,900
290
-
TIMBERSTRAND, MICROLLAM, AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY -USE APPLICATIONS.
UNLESS NOTED OTHERWISE, ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER
MANUFACTURES RECOMMENDATIONS.
TYPICAL FRAMING NOTES
1. BEARING WALL FRAMING
2x STUDS @ 16" OC FOR ALL SHEAR AND/OR BEARING WALLS UNO.
REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR & WINDOW HEADERS NOT CALLED OUT ON THE PLANS.
HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD UNO.
COLUMNS BELOW FLUSH MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT
CALLED OUT OTHERWISE SHALL BE TWO STUDS.
WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE -TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS,
BOLT PLATES OR SILLS TO CONCRETE WITH 5/8 INCH DIAMETER ANCHOR BOLTS WITH 7 INCH MINIMUM
EMBEDMENT. PLACE AT 5'-0" OC MAXIMUM FOR SHEAR WALLS, AND AT 6-0" OC FOR BEARING WALLS AND OTHER
PARTITIONS. USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END
TYPICAL UNLESS NOTED OR DETAILED OTHERWISE. REFER TO SHEAR WALL SCHEDULE. AT ALL SILL PLATE ANCHOR
BOLTS, CONTRACTOR SHALL INSTALL 1/4" x 3" x 3" FLAT PLATE WASHERS.
3. ROOF AND FLOOR FRAMING
PROVIDE 1 1/2" FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0" OC MAXIMUM
UNO. INTERMEDIATE 8'-0" OC BLOCKING NOT REQ'D IF GWB CEILING IS INSTALLED DIRECTLY TO UNDERSIDE OF
FRAMING. INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN.
PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS, AND WHERE INDICATED
ON PLANS AND DETAILS.
4. DIAPHRAGM NAILING
ALL SHEAR WALLS, FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON THE
PLANS. EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO SUPPORTING
FRAMING WITH 8d NAILS AT 6" OC AT ALL PANEL EDGES AND 12" OC AT ALL INTERMEDIATE SUPPORTS.
THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH
FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN 1/16" ARE NOT ACCEPTABLE.
5. ALLOWABLE STUD AND PLATE PENETRATIONS
CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25% OF THE STUD/PLATE WIDTH IN
EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40% OF THE STUD/PLATE WIDTH IN ANY NON -BEARING
PARTITIONS. BORED HOLE DIAMETER IS LIMITED TO 40% OF STUD/PLATE WIDTH IN ANY STUD AND MAY BE 60% IN
NONBEARING PARTITIONS OR IF STUD IS DOUBLED. MAINTAIN 5/8" MINIMUM EDGE DISTANCE FROM HOLE EDGE.
6. GYPSUM WALLBOARD NAILING
ALL GYPSUM WALLBOARD SHALL BE NAILED TO ALL STUDS AND TOP AND BOTTOM PLATES WITH 6d COOLER NAILS
OR NO. 13 GAUGE x 1 5/8" @ 7" OC (5d COOLER NAILS FOR 1/2 INCH GYPSUM SHEATHING). TYPICAL UNLESS NOTED
OTHERWISE. INSTALLATION OF GWB SHALL BE SUCH THAT JOINTS ARE STAGGERED ON EACH SIDE OF A SINGLE
WALL.
EXISTING BUILDING
CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING
DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE
REDESIGN.
CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS
PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH.
GENERAL
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL, AND
MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE
ATTENTION OF THE ARCHITECT BEFORE PROCEEDING.
CONTRACTOR TO SEE ARCHITECTURAL, CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION
OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS.
CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL
PERMANENT SUPPORT AND STIFFENING ARE INSTALLED.
CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL
ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS
ONLY WILL NOT SATISFY THIS REQUIREMENT.
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 ARCHITECT AND THE STRUCTURAL
ENGINEER.
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
APPROVED
PLANS MUST BE
ON JOB SITE
City Of Edmonds
Building Department
Work
Address
Owner
Approved Date zfP-a-11r
Building Official 04132020
Permit Number
LEGEND
DEFINITION
DIRECTION OF
FRAMING
SYMBOL
DEFINITION
NATIVE SOIL
SYMBOL
I I mI m I m I m I I
EXTENT OF
FRAMING
GRANULAR FILL
STRUCTURAL STEEL
COLUMNS
COLUMN BEARING
ON BEAM
P
RATED SHEATHING
BEAM CONTINUOUS
OVER SUPPORT
0
SHEAR WALL
(SEE SCHEDULE)
SWX
CONCRETE WALL
COLUMN MARK
(SEE SCHEDULE)
BEARING STUD
WALL
FOOTING MARK
(SEE SCHEDULE)
O
NON -BEARING
STUD WALL
l'
J
HOLDOWN MARK
(SEE SCHEDULE)
BEARING STUD
SHEAR WALL
NON -BEARING
STUD SHEAR WALL
CMU WALL
HANGER MARK
(SEE SCHEDULE)
FLAG NOTE
(SEE PLAN NOTES)
STEEL MOMENT
FRAME CONN.
O
ABBREVIATIONS
(A)
ABOVE
ANCHOR BOLT
GLB
GLUE -LAMINATED BEAM
AB
HORIZ
HORIZONTAL
ALT
ALTERNATE
ARCHITECT
KP
KING POST
KIPS PER SQUARE INCH
ARCH
KSI
(B)
BELOW
L
ANGLE
BD
BAR DIAMETER
MECH
MECHANICAL
BLKG
BLOCKING
MF
MOMENT FRAME
BM
BEAM
BOTTOM
MTL
METAL
NEAR SIDE
BOT
NS
BRNG
BEARING
OC
ON CENTER
OPPOSITE
BTWN
BETWEEN
OPP
CJP
COMPLETE JOINT PENETRATION
PL
PLATE
PLACES
CLR
CLEAR
PLCS
CMU
CONCRETE MASONRY UNIT
PSI
POUNDS PER SQUARE INCH
COL
COLUMN
PSF
POUNDS PER SQUARE FOOT
CONC
CONCRETE
P/T
POST TENSIONED
CONN
CONT
CONNECTION
CONTINUOUS
PT
REINF
PRESSURE TREATED
REINFORCING
COORD
COORDINATE
DOUBLE
REQ'D
REQUIRED
SCHEDULE
DBL
SCHED
DIET
DETAIL
SIM
SIMILAR
SLAB ON GRADE
DIA
DIAMETER
SOG
DIM
DIMENSION
STD
STANDARD
STIFFENER
DIR
DIRECTION
STIFF
EA
EACH
STL
STEEL
ELEV
ELEVATION
SYMM
SYMMETRICAL
ES
EACH SIDE
SW
SHEARWALL
EX
EXISTING
TOC
TOP OF CONCRETE
EXP
EXPANSION
TOS
TOP OF STEEL
FLR
FLOOR
TOW
TOP OF WALL
FDN
FOUNDATION
FOOTING
TYP
TYPICAL
FTG
UNO
UNLESS NOTED OTHERWISE
FS
GC
FAR SIDE
VERT
VERTICAL
GENERAL CONTRACTOR
WF
WIDE FLANGE
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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NOTES:
1. REFER TO STRUCTURAL NOTES FOR
ADDITIONAL INFORMATION.
2. FOR SHEAR WALLS WHERE NO HOLDOWNS
ARE SPECIFIED THE FIRST AB SHALL BE
LOCATED NOT MORE THAN V-0" AND NOT
LESS THAN (7) BOLT DIAMETERS FROM END
OF WALL.
TYPICAL SHEAR WALL DETAIL
SCALE: 3/4" = V-0"
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FRAMING AT ADJOINING I I
I'I
1 1 PANEL EDGES PER SHEAR I I I
I'I WALL SCHED 1 I
II 1I
1 111
I I 11 I I 11 11•I
II 11 11 11 111
II II II II
II II II
II II
,J L ;-- ;---j,I.-- ;-- ;--i-
--1 r------ I I I I
101
11 II II
11 II II
II II II
II II II
II II II
101
II II II
II II II
II II II
II II II
II II II
101
11 II II
II II II
II II II
II II II
II II II
101
II II II
_1L---___��______�
------
II II I
II II 11
II II II
II II 11
1L—_ _1L------1
AB SIZE AND SPACING __;A
III— II I I
PER PLAN AND SHEAR
1�
WALL SCHEDULE, TYP RIM BOARD �\
OR BLOCKING
-III=III- -III=III- -III=III-
EDGE NAILING PER PLAN
AND SHEAR WALL
SCHEDULE OR
STRUCTURAL NOTES, TYP
0.131"0 x 3"
NAILS @ 9" OC
(2) ROWS OF 0.131" 0 x 3"
NAILS @ 9" OC
STUD WALL PER
FRAMING PLAN
NOTES, TYP
EDGE NAILING PER PLAN
AND SHEAR WALL
SCHEDULE OR
STRUCTURAL NOTES, TYP
SHEATHING (OR GWB) AND
NAILING PER PLAN AND SHEAR
WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
A. CORNER INTERSECTION
B. 'T' INTERSECTION
TYPICAL WALL INTERSECTION DETAIL
SCALE: 1" = V-0"
PANEL EDGE NAILING
PER SHEAR WALL
SCHEDULE, TYP
PANEL EDGE NAILING INTO
HOLDOWN CHORDS, TYP
INTERMEDIATE
NAILING @ 12" OC
SHEATHING PER PLAN AND
SHEAR WALL SCHEDULE
HOLDOWN CHORD PER
SCHEDULE. REFER TO
TYPICAL BUILT-UP
COLUMN DETAIL
ADDITIONAL END STUD
IF REQUIRED TO
PROVIDE
COUNTERSINK FOR
HOLDOWN BOLTS
HOLDOWN ANCHORAGE
PER PLAN AND SCHEDULE
SIMPSON CNW COUPLER 1/2" TO
NUT W/ SIZE TO MATCH SHEATHED EDGE
HOLDOWN ANCHORAGE
PANELEDGE
NAILING PER SHEAR
WALL SCHED
CONTINUE HOLDOWN CHORD
TO FOUNDATION
2x6 STUD @ 2x4 CROSS WALL
2x8 STUD @ 2x6 CROSS WALL
EDGE NAILING PER PLAN AND
SHEAR WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
0.131"0 x 3"
NAILS @ 9" OC
STUD WALL PER FRAMING
PLAN NOTES, TYP
SHEATHING (OR GWB) AND
NAILING PER PLAN AND SHEAR
WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
CONCRETE STEM WALL
CONCRETE FOOTING
PLATE WASHER
PER SHEAR
WALL SCHED
SECTION A -A
SCALE: 1 1/2" = V-0"
EDGE NAILING PER PLAN AND
SHEAR WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
(2) ROWS OF 0.131" 0 x 3"
NAILS @ 9" OC
EDGE NAILING PER PLAN AND
SHEAR WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
(2) ROWS OF 0.131"O x 3"
NAILS @ 9" OC (EACH SIDE
OF PARTY WALL)
STUD WALL PER FRAMING
PLAN NOTES, TYP
SHEATHING (OR GWB) AND
NAILING PER PLAN AND SHEAR
WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
C. PARTY WALL INTERSECTION
NOTE:
STAGGER SHEATHING
AS SHOWN. (IBC TABLE
2306.3.1, CASE 1
SHEATHING
PANEL, TYP
CONTINUOUS
PANEL EDGES
SUPPORTED
PANEL EDGES
2x OR 3x BLOCKING ONLY
IF BLOCKED DIAPHRAGM
(SHEAR WALL, BEAM, OR DRAG STRUT)
TYPICAL FLOOR/ ROOF SHEATHING DETAIL
SCALE: NTS
SIMPSON A35 (ONLY
REQUIRED AT EXTERIOR
HEADERS GREATER
THAN 6' SPAN)
(6) 0.131"0 x 3" NAILS
NAILING PER TYP
BUILT-UP STUD
COLUMN DETAIL
AT HOLDOWNS: PROVIDE FULL HT
HOLDOWN CHORDS PER HD SCHED
OTHERWISE: (1) 2x FULL HT
TYP DOUBLE
TOP PLATE
BEAM OR HEADER PER
PLAN AND NOTES
CRIPPLE STUDS PER PLAN
AND COLUMN SCHEDULE OR
STRUCTURAL NOTES
TYPICAL HEADER DETAIL
SCALE: 1" = V-0"
SAWCUT EXIST
CHARRED TRUSS TAIL
@ EXTERIOR WALL
SIMPSON RBC CLIP
EACH TRUSS SPACE
DIAPHRAGM
BOUNDARY NAILING
W/ 8d COMMON
NAILS @ 6" OC
2x BIRD BLOCKING
OFFSET 3/4" MAX
FROM EDGE OF
DOUBLE TOP PLATE
4'-0"
MIN\X
1/2" PL 40/20 REPLACEMENT SHEATHING WHERE
REQ'D W/ 8d COMMON NAILS @ 6" AT ALL
DIAPHRAGM BOUNDARIES, PANEL EDGES, AND
BLKG. NAILING AT INTERMEDIATE FRAMING
SHALL BE 8d COMMON NAILS @ 12" OC.
3" 3„ 3„ • °
MIN °
• • ° (2) 10d EA END,
• • TYP —
EXIST TRUSS PER SISTER NEW 2x4 HF#2
PROVIDE BOUNDARY PLAN MEMBER TO EXIST
NAILING AT TOP PLATE TRUSS W/ 10d @ 3" OC
W/ 8d COMMON NAILS SIMPSON H2.5A STAGGERED 2" ABOUT
@ 6" OC TIE AT EACH TRUSS CENTERLINE; (8) TOP &
EXIST STUD WALL BOT MIN
REPLACEMENT T1-11
SHEATHING W/ 8d COMMON FRAMING
NAILS @ 6" OC AT ALL
DIAPHRAGM BOUNDARIES,
PANEL EDGE, AND BLKG.
NAILING AT INTERMEDIATE
FRAMING SHALL BE 8d
COMMON NAILS @ 12" OC
TYPICAL TRUSS SUPPORT DETAIL W/ RBC CLIP
SCALE: 1" = V-0"
ADJACENT NAILS IN A
ROW ARE TO BE
DRIVEN FROM
OPPOSITE SIDES, TYP
FOR 2x4 STUDS, PROVIDE SINGLE
ROW OF NAILS STAGGERED EA SIDE
WITH 1 1/2" EDGE DISTANCE. FOR
2x6 STUDS, PROVIDE (2) ROWS OF
NAILS SPACED AT 2 1/2" W/ 1 1/2"
EDGE DISTANCE
9" OC MAX SPACING BETWEEN
ADJACENT NAILS IN A ROW
0.131"0 x 3" NAILS, TYP
(5) STUDS MAX TO
BE USED FOR
BUILT-UP COLUMNS
TYPICAL BUILT-UP STUD COLUMN DETAIL
SCALE: 1" = V-0"
2 1/4" END
DISTANCE, TYP
(2) ROWS OF (8) 0.131"0 x 3"
NAILS @ 3" OC EA SIDE OF
SPLICE AND (2) @ 9" OC
ELSEWHERE W/ 1 1/2" EDGE
DISTANCE 3" OC
\ SPACING
i \
TOP CHORD
SPLICE J AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM
TO INSTALL THE SPECIFIED 0.131"0 CHORD
SPLICE NAILS, THE CONTRACTOR SHALL SPLICE
INSTALL SIMPSON CS20 STRAPS EA SIDE
OF WALL AT SPLICE. INSTALL EA STRAP
W/ (12) 10d AT EA END. WHERE BOTH
PLATES ARE CUT, INSTALL CS20 STRAPS
AT EA PLATE AND EA SIDE OF THE WALL.
6'-0" MIN BETWEEN SPLICES I
SPLICES TO OCCUR AT
CENTER OF VERTICAL STUDS
TOP CHORD SPLICE BOTTOM CHORD SPLICE
TYPICAL TOP PLATE SPLICE DETAIL
SCALE: 1" = V-0"
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
W 02/ 2020
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DESIGN: ATN
DRAWN: JEG
CHECK: DMT
JOB NO: 20052.10
DATE: 03/02/2020
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