APPROVED BLD RESUB2 BLD2023-0028+STRUCTURAL PLANS +5.18.2023_8.49.31_AM+3553215STRUCTURAL NOTES
C G
(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS)
CODE FOUNDATIONS: SPREAD FOOTINGS
ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SOILS REPORT: REPORT NOT AVAILABLE AT TIME OF DESIGN
SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION. SPECIFICATIONS AND STANDARDS
WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. ALLOWABLE SOIL PRESSURE: 1500 PSF (ASSUMED; TO BE FIELD VERIFIED DURING CONSTRUCTION)
DESIGN LOADS 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
DEAD LOADS: REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE
ROOF 15 PSF CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW
FLOOR 40 PSF COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE.
LIVE LOADS:
ROOF (SNOW LOAD) 25 PSF
FLOOR 40 PSF
(LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.11).
EARTHQUAKE LOADS:
EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 SECTION 12.8.
SITE CLASS
D (DEFAULT)
SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS)
1.257
ONE SECOND SPECTRAL RESPONSE ACCEL (SI)
0.426
SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS)
0.838
ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI)
0.440
RISK CATEGORY
II
SEISMIC IMPORTANCE FACTOR (IF)
1.25
SEISMIC DESIGN CATEGORY
D
BASIC SEISMIC FORCE -RESISTING -SYSTEM
CMU BEARING WALLS
RESPONSE MODIFICATION FACTOR, (R)
5.0
REDUNDANCY FACTOR (p)
1.0
SEISMIC RESPONSE COEFFICIENT (CS)
0.126
W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-16 SECTION 12.7.2.
BASE SHEAR (V), V = CSW = SIDSW
23.8 KIPS
WIND LOADS:
BASIC WIND SPEED (3 SECOND GUST) 100 MPH
EXPOSURE C
KzT 1.67
SEE PLANS FOR ADDITIONAL DESIGN LOADS.
STATEMENT OF SPECIAL INSPECTIONS
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.
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.
CONCRETE
ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH CHAPTER 26 OF
ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS
(ACI 301).
ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS
PER CUBIC FOOT.
CONCRETE STRENGTHS AT 28 DAYS (fc) AND MIX CRITERIA SHALL BE AS FOLLOWS:
MAXIMUM
MIN CEMENT
TYPE OF CONSTRUCTION
f'c*
WATER/CEMENT
CONTENT PER CUBIC
MAXIMUM
SHRINKAGE STRAIN
RATIO
YARD
SLABS ON GRADE
3000 PSI
0.55
5 1/2 SACK
N/A
FOOTINGS
3000 PSI
0.55
5 1/2 SACK
N/A
WALLS
4000 PSI
0.45
5 1/2 SACK
N/A
THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS
SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING
ANY CONCRETE. THE PERFORMANCE MIX 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 CHAPTER 26 OF ACI 318.
MINIMUM LAPS AND EMBEDMENT
UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED
BELOW:
f'c = 3000 PSI
DEVELOPMENT LENGTH
LAP SPLICE
BAR
TENSION
COMPRESSION
TENSION
COMPRESSION
SIZE
TOP BARS
OTHER BARS
ALL BARS
TOP BARS
OTHER BARS
ALL BARS
#3
22
17
9
28
22
12
#4
29
22
11
37
29
15
#5
36
28
14
47
36
19
#6
43
33
17
56
43
23
#7
63
48
20
81
63
27
#8
72
55
22
93
72
30
fc = 4000 PSI
DEVELOPMENT LENGTH
LAP SPLICE
BAR
TENSION
COMPRESSION
TENSION
COMPRESSION
SIZE
TOP BARS
OTHER
BARS
ALL BARS
TOP BARS
OTHER
BARS
ALL BARS
#3
19
15
8
24
19
12
#4
25
19
10
33
25
15
#5
31
24
12
41
31
19
#6
37
29
15
49
37
23
#7
54
42
17
71
54
27
#8
62
1 48
19
81
1 62
1 30
NOTE:
1. ALL LENGTHS ARE IN INCHES.
2. ALL LAP SPLICES ARE CLASS B.
3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF
CONCRETE IS CAST IN THE MEMBER BELOW THE BAR.
CONCRETE COVER ON REINFORCING
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"
SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE CONCRETE EXPOSED TO EARTH AND WEATHER:
WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WITH ACI 318 TABLE 19.3.3.1 FOR MODERATE EXPOSURE CLASS F1. #6 BARS AND LARGER 2"
WORK IN ACCORDANCE WITH SECTION 1704.4 OF THE IBC. #5 BARS AND SMALLER 1 1/2"
CONCRETE CONSTRUCTION - SPECIAL INSPECTION IS REQUIRED IN CONFORMANCE WITH IBC SECTION 1705.3 AND
TABLE 1705.3.
SPECIAL INSPECTION FOR THE ABOVE SYSTEMS SHALL BE AS INDICATED IN THE SPECIAL INSPECTION TABLE BELOW.
STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED.
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
OPERATION
CONT
PERIODIC
REMARKS
CONCRETE
ADHESIVE ANCHORS
X
IF USED
EXPANSION ANCHORS
X
IF USED
NOTE:
ALL ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL
INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE
ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL
RESULTS. ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT
TO THE ATTENTION OF THE DESIGN TEAM.
SHOP DRAWINGS
SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL
ENGINEER FOR REVIEW PRIOR TO FABRICATION:
1. PREMANUFACTURED WOOD TRUSSES
SHOP DRAWINGS SHALL BE REVIEWED, REVISED AS REQUIRED FOR FIELD CONDITIONS, AND DATE STAMPED BY THE
CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. CONTRACTOR SHALL PROVIDE (3) SETS OF SHOP DRAWINGS FOR
ENGINEER'S REVIEW. ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER.
ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND CONTRACT
DOCUMENTS. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FROM
COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. THE CONTRACTOR REMAINS RESPONSIBLE FOR
DETAILS AND ACCURACY, FOR CONFORMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS, FOR
SELECTING FABRICATION PROCESSES, FOR TECHNIQUES OF ASSEMBLY, AND FOR PERFORMING THE WORK IN A SAFE
MANNER.
ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS IMPOSED
ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL
CONNECTIONS TO THE BASIC STRUCTURE. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF THE
LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED & SIGNED BY A PROFESSIONAL ENGINEER
REGISTERED IN THE SAME STATE AS THE PROJECT.
FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROJECT
ARCHITECT, ENGINEER OF RECORD, AND CONTRACTOR HAVE BEEN RECEIVED.
DEFERRED APPROVAL ITEMS
SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT OR
ENGINEER OF RECORD WHO SHALL REVIEW THEM AND INDICATE THAT THE DEFERRED SUBMITTAL DOCUMENTS
HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN
OF THE BUILDING. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND
SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. DEFERRED SUBMITTALS SHALL BE
STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT.
1. PREMANUFACTURED WOOD TRUSSES
*PROVIDE fc SPECIFIED IN TABLE FOR DURABILITY REQUIREMENTS. 2500 PSI CONCRETE MEETS STRENGTH
REQUIREMENTS, THEREFORE SPECIAL INSPECTION IS NOT REQUIRED.
CONCRETE GENERAL NOTES
VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE
NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A
HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS.
PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER
TABLE, OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP.
PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS
OF NOT MORE THAN 400 SQUARE FEET EACH. AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE
ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT.
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.
SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF
OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND
OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2) #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.
BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR
APPROVED BY THE STRUCTURAL ENGINEER.
SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND
OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS
NOTED.
REINFORCING STEEL
REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy
= 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED
SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL
PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE
SUBMITTED.
WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP
WELDED WIRE FABRIC 12" AT SIDES AND ENDS.
REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH ACI SP-66 AND ACI
318, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS
SHALL BE PER SCHEDULE.
MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICBO
APPROVED SYSTEM, SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR, AND SHALL BE
INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING
EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN
HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL
ENGINEER. REFER TO CHAPTER 25 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS.
CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
SLABS, WALLS AND JOISTS 3/4"
COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2"
CONCRETE GENERAL NOTES
VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE
NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A
HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS.
PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER
TABLE, OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP.
PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS
OF NOT MORE THAN 400 SQUARE FEET EACH. AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE
ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT.
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.
SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF
OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND
OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2) #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.
BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR
APPROVED BYTHE STRUCTURAL ENGINEER.
SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND
OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS
NOTED.
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 12.1.4.2.
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 2303.1.5.
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.
GLUE -LAMINATED TIMBER
GLUE -LAMINATED TIMBER SHALL BE DOUGLAS FIR, FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD
A190.1, LATEST EDITION. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED
BY AN AITC CERTIFICATE OF CONFORMANCE. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL BE OF THE
FOLLOWING MINIMUM STANDARDS:
SPAN
COMBINATION
Fb
SIMPLE SPAN BEAMS
24F-V4
2400 PSI
CANTILEVER OR MULTI -SPAN BEAMS
24F-V8
2400 PSI
APPROVED
PLANS MUST BE
ON JOB SITE
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
' The following documentation shall be available on
site for the building inspector:
'- x❑ 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 ■
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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05/ 16/ 23
DESIGN: AL
DRAWN: JEG
CHECK: MTM
JOB NO: 22294.10
DATE: 1 2/ 1 4/22
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May 18 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
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STRUCTURAL NOTES
C G
(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS)
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.
2. WALL BASE PLATE ON CONCRETE
WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE -TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS,
BOLT PLATES OR SILLS TO CONCRETE STEM WALLS OR THICKENED SLAB FOOTINGS 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 END OF PLATES, 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. INTERIOR NON-STRUCTURAL WALLS MAY BE ANCHORED TO CONCRETE SLAB -ON -GRADE WITH 1/4" x 3"
POWDER ACTUATED FASTENERS WITH 3/4" WASHERS AT 16" OC AND WITHIN 6" OF END OF PLATES.
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.
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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.
LEGEND
DEFINITION
SYMBOL DEFINITION
SYMBOL
DIRECTION OF
FRAMING
NATIVE SOIL
PPIP,—
— — — —
EXTENT OF
FRAMING
GRANULAR FILL
STRUCTURAL STEEL
COLUMNS
P
COLUMN BEARING
RATED SHEATHING
ON BEAM
BEAM CONTINUOUS
SHEAR WALL
OVER SUPPORT
(SEE SCHEDULE)
SWX
COLUMN MARK
Cl
CONCRETE WALL
(SEE SCHEDULE)
BEARING STUD
FOOTING MARK
O
WALL
(SEE SCHEDULE)
NON -BEARING
HOLDOWN MARK
STUD WALL
(SEE SCHEDULE)
BEARING STUD
HANGER MARK
O
SHEAR WALL
(SEE SCHEDULE)
NON -BEARING
FLAG NOTE
STUD SHEAR WALL
(SEE PLAN NOTES)
CMU WALL
STEEL MOMENT
XXXXX
A-
�V
FRAME CONN.
ABBREVIATIONS
(A)
ABOVE
ANCHOR BOLT
ALTERNATE
ARCHITECT
BELOW
BLOCKING
HORIZ
HORIZONTAL
KING POST
KIPS PER SQUARE INCH
AB
ALT
KIP
KSI
ARCH
(B)
BLKG
MECH
MECHANICAL
MOMENT FRAME
NEAR SIDE
MF
NS
BM
BOT
BEAM
BOTTOM
OC
ON CENTER
OPPOSITE
PLATE
PLACES
POUNDS PER SQUARE INCH
POUNDS PER SQUARE FOOT
OPP
BTWN
BETWEEN
COMPLETE JOINT PENETRATION
PL
CJP
PLCS
CLR
CLEAR
CONCRETE MASONRY UNIT
PSI
CMU
PSF
COL
COLUMN
P/T
POSTTENSIONED
CONC
CONCRETE
PT
PRESSURE TREATED
CONN
CONNECTION
REINF
REINFORCING
CONT
CONTINUOUS
REQ'D
REQUIRED
DBL
DET
DOUBLE
DETAIL
SCHED
SIM
SCHEDULE
SIMILAR
SLAB ON GRADE
STANDARD
SHEAR WALL
TOP OF CONCRETE
TOP OF STEEL
TOP OF WALL
TYPICAL
UNLESS NOTED OTHERWISE
DIM
DIMENSION
SOG
EA
EACH
STD
ELEV
ELEVATION
SW
EXIST
EXISTING
TOC
EXP
FLR
EXPANSION
TOS
FLOOR
TOW
FDN
FTG
FOUNDATION
FOOTING
FAR SIDE
FULL HEIGHT
GLUE -LAMINATED BEAM
TYP
LINO
FS
VFY
VERIFY
VERIFY IN FIELD
VERTICAL
FH
VIF
GLB
VERT
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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JOB NO: 22294.10
DATE: 1 2/ 1 4/22
RESUB
May 18 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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FTG W/ SIMPS(
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FOUNDATION PLAN AND MAIN FLOOR FRAMING PLAN
SCALE: 1/4" = V-0"
- & EPDXY NEW STEM
L & FTG HORIZ REBAR
EXIST STEM WALL &
N/ SIMPSON SET XP
;Y W/ 4" EMBED
4x6 POST ON EXIST
16" x 6" DEEP FTG, TYP
- & EPDXY NEW STEM
L & FTG HORIZ REBAR
EXIST STEM WALL &
N/ SIMPSON SET XP
;Y W/ 4" EMBED
iF#2 POST ON V-6"
i" x 10" THICK FTG
2'-0" 0 2'-0" 4'-0"
T
FOUNDATION PLAN NOTES:
1. REFERENCE TO SLAB ELEVATION SHOWN ON PLAN AND VERIFY W/ ARCH DRAWINGS. EXTERIOR FOOTINGS
SHALL BEAR A MIN OF V-6" BELOW ADJACENT GRADE.
2. FOOTINGS AND SLAB ON GRADE SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL AS
SPECIFIED IN THE SOILS REPORT.
3. WHERE SLAB ON GRADE IS INDICATED, SLAB SHALL BE 4" THICK W/ 6x6-W1.4 x W1.4 WELDED WIRE FABRIC
REINF. SLAB SHALL BE POURED OVER A 10 MIL VAPOR BARRIER OVER 6" OF 5/8" CRUSHED ROCK.
4. REFER TO PLAN AND "CONCRETE GENERAL NOTES" ON SHEET S1.1 FOR CONTROL JOINT PLACEMENT AND
DETAIL 2/S3.1 FOR CONTROL JOINT CONSTRUCTION.
5. REFER TO SHEET S3.1 FOR FOUNDATION DETAILS.
6. PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. REFER TO SHEET S1.1
FOR ADDITIONAL CONCRETE DETAILING REQUIREMENTS.
7. FOUNDATION LEVEL HOLDOWNS ARE SHOWN ON ROOF FRAMING PLAN. REFER THE ROOF FRAMING PLAN
NOTES ON SHEET S2.2 FOR HOLDOWN TYPES AND ROOF FRAMING PLAN FOR HOLDOWN ANCHOR BOLT
LOCATIONS.
8. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, AND CONCRETE ROUGH OPENINGS WITH
ARCHITECTURAL DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES.
9. REFER TO DETAIL 3/S3.1 FOR PIPE PENETRATIONS THROUGH CONCRETE WALL OR FOOTINGS.
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ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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ROOF FRAMING PLAN
SCALE: 1/4" = V-0"
5
54.1
2'-0" 0 2'4"
7116
4'-0"
ES
TYPICAL ROOF FRAMING PLAN NOTES:
1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING.
2. BEAMS SHOWN ON ROOF FRAMING PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR
WINDOW HEADER. TRUSS MFR SHALL DESIGN TRUSSES TO ACCOMMODATE BEAMS ABOVE DOUBLE TOP PLATE.
3. ROOF SHEATHING SHALL BE 7/16" PI 40/20 WITH 8d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM
BOUNDARIES, PANEL EDGES, SHEAR WALLS, COLLECTOR TRUSSES, AND BLOCKING OR TRUSS BLOCKING PANELS
INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ 12" OC. REFER TO
DETAIL 2/S5.1 FOR SHEATHING LAYOUT AND NAILING.
4. UNLESS NOTED OTHERWISE, HEADERS AT ALL EXTERIOR WALLS SHALL BE 48 HF#2 WHERE MAXIMUM
SPAN = 5-5".
5. UNLESS NOTED OTHERWISE, DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 4x8 HF#2 WHERE
MAXIMUM SPAN = 4'-6", AND 6x8 HF#2 WHERE MAXIMUM SPAN = 5'-0".
6. STUD WALL FRAMING SHALL BE 2x HF STUDS @ 16" OC FOR ALL STUD WALLS SHOWN ON THE PLAN.
7. REFER TO SHEET S5.3 FOR TYPICAL ROOF FRAMING DETAILS.
8. REFER TO DETAIL 3/S5.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS.
9. <�> INDICATES SIMPSON HDU2 HOLDOWN PLACED AT BASE OF SHEAR WALL. REFER TO DETAILS 6 & 7/S3.1.
10. REFER TO THE STRUCTURAL NOTES SHEET FOR COLUMNS SUPPORTING TYPICAL BEARING WALL HEADER
BEAMS.
11. ALL DIAPHRAGMS UNBLOCKED UNO.
12. + + HATCHED AREAS INDICATE VALLEY TRUSSES @ 24" OC APPLIED ABOVE PLYWOOD SHEATHING. REFER
+ + TO TYPICAL OVERFRAMING DETAIL ON S4.1.
13. COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS
CARRIED BY A BEAM BELOW.
14. HOLDOWNS SHOWN ON ROOF FRAMING PLAN SHALL BE PLACED ON FOUNDATION LEVEL.
15. ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24" OC, TYP.
16. ATTACH ALL ROOF TRUSSES TO WALLS BELOW WITH SIMPSON H2.5A HURRICANE TIES.
17. ALIGN (2) STUDS MIN BELOW ENDS OF GIRDER TRUSSES UNO ON PLANS.
18. TRUSSES MARKED "DRAG TRUSS" SHALL BE DESIGNED FOR 242 PLF SERVICE LEVEL AXIAL LOAD.
Ai
SHEAR WALL SCHEDULE
APA-RATED
MIN FRAMING AT
SHEAR WALL
RIM JOIST OR
SILL PLATE
NAILING TO
SILL PLATE ANCHOR
FOUNDATION
SHEAR
TYPE
SHEATHING
ADJOINING PANEL
NAILING
BLOCK CONN TO
RIM/BLKG
BOLT TO SLAB OR
SILL PLATE SIZE
CAPACITY
EDGES (SEE NOTE 5)
AT PANEL EDGES
TOP PLATE
FOUNDATION
(PLF)
BELOW
15/32"
2x STUD
0.131"0 x 2 1/2"
LTP4 OR A35
0.131"0 x 3" @
5/8"0 AB
SW6
ONE SIDE
AND BLKG
@ 6" OC
@ 24" OC
6" OC
@ 5'-0" OC
2x
242
15/32"
2x STUD
0.131"0 x 2 1/2"
LTP4 OR A35
0.131"0 x 3" @
5/8"0 AB
SW4
ONE SIDE
AND BLKG
@ 4" OC
@ 20" OC
4" OC
@ 4'-0" OC
2x
350
15/32"
(2) 2x STUD AND
0.131"0 x 2 1/2"
LTP4 OR A35
0.131"0 x 3" @
5/8"0 AB
SW3
ONE SIDE
2x FLAT BLKG
@ 3" OC
@ 15" OC
3" OC
@ 3'-0" OC
2x
455
15/32"
3x STUD AND
0.131"0 x 2 1/2"
LTP4 OR A35
0.131"o x 3" @
5/8"0 AB
SW2
ONE SIDE
2x FLAT BLKG
@ 2" OC
@ 12" OC
2.5" OC
@ 2'-6" OC
2x
595
15/32"
(2) 2x STUD
0.131"0 x 2 1/2"
LTP4 OR A35
0.131"0 x 3" @
5/8"0 AB
2SW4
BOTH SIDES
AND BLKG
@ 4" OC
@ 10" OC
2" OC
@ 2'-0" OC
2x
706
15/32"
(2) 2x STUD
0.131"0 x 2 1/2"
LTP4 OR A35
0.131 x 3"
5/8"0 AB
2SW3
BOTH SIDES
AND BLKG
@ 3" OC
@ 7.5" OC
@ 1.5" OC
@ V-6" OC
2x
910
15/32"
3x STUD
0.131"0 x 2 1/2"
LTP4 OR A35
0.131 x 3"
5/8"0 AB
2SW2
BOTH SIDES
AND BLKG
@ 2" OC
@ 6" OC
@ 1.5" OC
@ 1'-0" OC
2x
1190
NOTES:
1. REFER TO THE TYPICAL SHEAR WALL DETAIL.
2. THE VALUES IN THIS TABLE ARE APPROPRIATE FOR 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. WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS, OR FRAMING
SHALL BE 3x AT ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED.
5. WHERE TABLE SPECIFIES (2) 2x FRAMING, CONNECT (2) 2x STUDS AND BLOCKING AS FOLLOWS: SW3 = (2) 0.131"
0 @ 3.5" OC, 2SW4 = 0.131"0 @ 2.5" OC,
2SW3 = (2) 0.131" 0 @ 1.5" OC.
6. NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF (2) 2x FRAMING SPECIFIED IN TABLE.
7. INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING 12" OC MAXIMUM.
8. AT ALL 5/8"0 SILL PLATE ANCHOR BOLTS, INSTALL 1/4" x 3" x 3" PLATE WASHERS. EDGE OF PLATE WASHER
SHALL BE WITHIN 1/2" OF SHEATHED EDGE.
FOR DOUBLE SIDED SHEAR WALLS, USE WIDER PLATE WASHERS AS REQUIRED TO MEET THIS REQUIREMENT.
9. PROVIDE A MINIMUM OF 7" EMBEDMENT FOR AB INTO FOUNDATION OR STEM WALL.
10. 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.
4
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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DESIGN: AL
DRAWN: JEG
CHECK: MTM
JOB NO: 22294.10
DATE: 1 2/ 1 4/22
RESUB
May 18 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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CORNER BARS x I Q
"A" 1, MAY BE SUBSTITUTED FOR
ALL 90° HOOKED BARS —
STD 90° HOOK
TYP UNO
UNO, VERT CORNER BARS SHALL
BE SAME SIZE TABULATED FOR MIN
WALL REINF FOR THICKER WALL
"A" = SPLICE LENGTH
SEE NOTES, DETAILS, OR PLANS FOR Q
(1) #4 VERT REQ'D REINF. ALL BARS TO BE CONT
OR SPLICED PER STRUCTURAL NOTES
STD 180° HOOK
HORIZ CORNER BARS OF SIZE
AND SPACING TO MATCH
(2) #4 VERT REINF OF THINNER WALL
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PLACE VERT REINF OUTSIDE EXCEPT
AS OTHERWISE NOTED OR SHOWN
TYPICAL CONCRETE WALL REINFORCING DETAIL
SCALE: NTS
4"0 PERFORATED PVC PIPE PER
LOCAL CODES WITH 6" OF 1"
MINUS GRAVEL ALL AROUND,
WRAPPED IN NON -WOVEN
GEOTEXTILE FABRIC. SLOPE TO
DRAIN 1/8" PER V-0" MIN. TURN
DOWN PERFORATIONS AS SHOWN
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LINE OF MAX EXCAVATION. 1
IF SOIL IS OVER EXCAVATED,
REPLACE WITH LEAN MIX
CONCRETE. FIRM BEARING SOIL OR
COMPACTED
STRUCTURAL FILL
TYPICAL FOOTING DRAIN
SCALE: 1" = V-0"
NOTE:
WHERE CONCRETE WALL WITH
HT > 3'4" EXISTS, ROD MAY
EXTEND 24" MIN INTO WALL
W/ NUT & WASHER AS SHOWN
COUNTERSINK ADDITIONAL
END STUD AS REQ'D -
THREADED ROD AS REQ'D
FOR HOLDOWN W/ NUT AND
WASHER AT BASE. EXTEND
ROD INTO FTG, TYP UNO -
TOP OF FTG
HOLDOWN DETAIL
SCALE: 1" = V-0"
e®
IN ALL AREAS WITH EXPOSED
CONC FLOORS, EDGE SLAB
WITH 1/8" MAX RADIUS AND
FILL JOINT WITH SEALANT
CONC SLAB ON GRADE
PROVIDE 5/8" 0 x T-0"
SLAB REINF AT CENTER OF SLAB
SMOOTH SLIP DOWEL BARS
OR AT TOP AND BOT. REINF
AT 12" OC, TYP UNO
SHALL NOT PASS THRU JOINT
X X
X
X
Ns
X—
I
GREASE THIS
HALF OF BAR
TYPICAL CONSTRUCTION JOINT
SAWCUT JOINT - IN ALL AREAS WITH
EXPOSED CONC. FLOORS, FILL JOINT
WITH SEALANT. IN LIEU OF SAWCUT
JOINTS CONTRACTOR MAY USE ZIP CONC SLAB ON GRADE
STRIP PLACED WITH SLAB
SLAB REINF AT CENTER OF
SLAB OR AT TOP AND BOT
X X X X X X 7
TYPICAL CONTRACTION JOINT
TYPICAL SLAB ON GRADE DETAILS
SCALE: 1" = V-0"
SHEAR WALL PER
PLAN AND SCHED
HOLDOWN PER PLAN
AND SCHED
II II
II
II IL
II
II
II
II
II
(4) 8d NAILS
JOIST PER PLAN
2x BLKG @
4'-0" MAX
NOTE:
FOR NOTES AND DETAILS
NOT SPECIFICALLY CALLED
z ® OUT REFER TO DETAIL 9
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CRAWLSPACE SECTION (NON -BEARING'
L101 SCALE: 1" = V-0"
NOTE:
EXTEND THREADED ROD BETWEEN
JOISTS INTO STEM WALL BELOW.
PROVIDE ROD COUPLER IF REQ'D.
THREADED ROD AS REQ'D
PER PLAN AND HOLDOWN
SCHEDULE. INSTALL W/
HILTI HIT-HY 200 EPDXY
EXISTING
CONCRETE
STEM WALL
TOP OF EXISTING
FOOTING
2x4 HF BLOCKING W/
16d NAILS @ 6" OC
BEAM PER PLAN
AND SCHED
COL PER PLAN
AND SCHED
SLEEVES TO CLEAR
PIPE 1" ALL SIDES
TOF
BOF
o x
2 Q
1F�
LOWER BOF
AS REQ'D
PIPE TRENCH EXCAVATION PARALLEL 9 MIN
TO FOOTING IS NOT ALLOWED TYP
BELOW THIS LINE. STEP FTG AS
REQUIRED FOR THIS CONDITION
TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS
VO PIPES ALLOWED IN
PHIS REGION. LOWER
=TGS AS REQ'D
SCALE: 1/2" = V-0"
SHEAR WALL PER
PLAN AND SCHED
HOLDOWN PER
PLAN AND SCHED
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PL WASHER, TYP
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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 1'-0" AND NOT
LESS THAN (7) BOLT DIAMETERS FROM END
OF WALL.
TYPICAL SHEAR WALL DETAIL
SCALE: 3/4" = V-0"
AB SIZE AND SPACING I I II
PER PLAN AND SHEAR _;
WALL SCHEDULE, TYP RIM BOARD
OR BLOCKING
(t
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
CONCRETE STEM WALL
CONCRETE FOOTING
PLATE WASHER
PER SHEAR
WALL SCHED
SECTION A -A
SCALE: 1 1/2" = V-0"
NOTE:
STAGGER SHEATHING AS SHOWN.
INTERMEDIATE
FRAMING MEMBERS
SHEATHING
PANEL, TYP
CONTINUOUS
PANEL EDGES
SUPPORTED
PANEL EDGES
2x OR 3x BLOCKING ONLY IF
BLOCKED DIAPHRAGM IS SPECIFIED
FRAMING MEMBERS
W/ SPACING PER PLAN
`L DIAPHRAGM BOUNDARY
(SHEAR WALL, BEAM, OR DRAG STRUT)
TYPICAL FLOOR/ ROOF SHEATHING DETAIL
SCALE: NTS
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
TOP CHORD
SPLICE
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
SPLICES TO OCCUR AT
CENTER OF VERTICAL STUDS
TOP CHORD SPLICE BOTTOM CHORD SPLICE
TYPICAL TOP PLATE SPLICE DETAIL
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"
SIMPSON A35 (ONLY
REQUIRED AT EXTERIOR
HEADERS GREATER
THAN 6' SPAN)
(6) 0.131"0 x 3" NAILS
lWall1e1lt01011L1
NAILING PER TYP
BUILT-UP STUD
COLUMN DETAIL
AT HOLDOWNS: PROVIDE FULL HT
HOLDOWN CHORDS PER HD SCHED
OTHERWISE: (1) 2x FULL HT
TYPICAL HEADER DETAIL
SCALE: 1" = V-0"
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
SHEATHING (OR GWB) AND
NAILING PER PLAN AND
SHEAR WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
A. CORNER INTERSECTION
EDGE NAILING PER PLAN
AND SHEAR WALL
SCHEDULE OR
STRUCTURAL NOTES, TYP
TYP DOUBLE
TOP PLATE
BEAM OR HEADER PER
PLAN AND NOTES
CRIPPLE STUDS PER PLAN
AND COLUMN SCHEDULE
OR STRUCTURAL NOTES
B. 'T' INTERSECTION
TYPICAL WALL INTERSECTION DETAIL
SCALE: 1" = V-0"
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
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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RESUB
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CITY OF EDMONDS
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