APPROVED BLD ENG PLN BLD2021-1706+Architectural_Plan+12.16.2021_10.14.59_AM+2576912SS SS � SS SS SS \ SS
I 8" CONC. SEWER I
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545 MAIN ST
EDMONDS, WA 98020
EXISTING RESTAURANT
ADD OUTDOOR PATiO LLJ
COVER
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— ————-I—— — — — — ——
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SCALE: 1" =10'
NOTES:
1. TENANT OCCUPIED SPACE: TENANTS WiLL OCCUPY 545 MAiN ST. THERE ARE NO OTHER SUiTE MEMBERS WiTHiN THiS SPACE,
TENANTS WiLL OCCUPY THE ENTIRE BUILDING WiTH EXCLUSIVE ACCESS TO FRONT GREENSPACE.
2. TRASH, RECYCLING, AND COMPOST BiNS WiLL BE PLACED CURBSIDE AT THE NORTH END OF THE PROPERTY BY TENANT iN THE SAME
LOCATION AS THE PREVIOUS TENANT. PICKUP ARRANGEMENTS WiLL BE MADE WiTH SOUND DISPOSAL FOR GARBAGE, RECYCLING, AND
COMPOST. GARBAGE SCREENING WiLL NOT BE REQUIRED DUE TO THE LOCATION OF THE PICKUP ZONE iN AN ALLEY WiTH LiMiTED SPACE.
545 MAiN 15 NOT OCCUPIED BY ADDITIONAL TENANTS 50 TRASH WiLL BE HANDLED DIRECTLY BY THE KELNERO OWNERS.
3. ALL SiGNAGE TO BE PERMITTED SEPARATELY.
APPROVED BY PLANNING
1 /12/2022
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
AS BUILT - MAIN FLOOR
SCALE:1/8' = 1' 0"
N
APPROVED PROJECT INFORMATION
PROJECT OWNER: KRIS & KALi KELNERO
545 MAiN 5T
PLANS MUST BE EDMONDS WA 98020
PROJECT fiRCHiTECT
PROJECT DESIGNER:
ON JOB SITE
Approved by Fire
01/11/2022 AFM �-F�t-terer
Appears with'the addition of the covered patio it
triggers Fire Sprinklers for and A-2 occupancy. IFC
903.2.1.2. Because of structure being single story
and with no Group R within the structure a complete
(connected occupancies under roof structure)
building fire alarm will be required without sprinkler
system.
Any type 1 hoods will need to be integrated into the
fire alarm. A Knox type lock box will be required for
access to fire, alarm D.anel..SeDarate nermit required
STRUCTURAL ENGINEER:
HEiDi HELGE50N
LiSA MONTALVO
H21) ARCHITECTURE + DESIGN
23020 EDMONDS WAY, #113
EDMONDS, WA 95020
DENNIS TiTUS, PE
CG ENGINEERING
250 4TH AVE 5 SUITE 200
EDMONDS, WA 98020
425.778.8500
PROJECT DESCRIPTION: EXISTING RESTAURANT AND OUTDOOR DECK; NEW
PERMANENT DECK COVER
PROJECT ADDRESS: 545 MAiN ST
TAX LOT NUMBER: 00434202101900
LEGAL DESCRIPTION: CiTY OF EDMONDS 5LK 021 D-00 - LOT 19 LE55 E
26 FT & LOT 20 DLK D
LAND USE CODE COMPLIANCE STATISTICS
ZONE: BD-1
LOT COVERAGE:
LOT AREA:
3,520 5F
EXISTING BUILDING:
1,841.2 5F
EX15TiNG OUTDOOR PATIO:
310 SF
TOTAL LOT COVERAGE:
2151.2 SF
EXISTING BUILDING
leC TYPE VD
CONSTRUCTION
NO CHANGE PROPOSED
TYPE:
BUILDING
EXISTING OCCUPANCY:
BUSINESS GROUP BCE
OCCUPANCY:
PROP05ED OCCUPANCY:
ASSEMBLY GROUP A-2: RESTAURANT
REQ'D SETBACKS:
FRONT: 0'
REAR SETBACK: 0'
SiPE SETBACK: 0'
PARKING:
EXISTING 3 PARKING STALLS 0 ALLEY
EXISTING STREET PARKING
BUILDING HEIGHT
BUILDING HEIGHT LiMiT = 30'
INFORMATION:
M1NiMiM HEIGHT OF GROUND FLOOR WiTHiN
DESIGNATED STREET FRONT =15'
REFER TO SHEET A2.0
SHEET INDEX
ENGINEERING DIVISION 01 PROJECT INFORMATION, VICINITY MAP, GENERAL NOTES, AS -BUILT PLANS, SiTE PLAN
APPROVED 02 EGRESS PLAN
A1.0 MAiN FLOOR PLAN AND PARTIAL ROOF PLAN
01 /07/2022 A2.0 EXTERIOR ELEVATIONS AND WALL SECTION
51.1 GENERAL STRUCTURAL NOTES
52.1 FOUNDATION PLAN AND ROOF FRAMING PLAN AND DETAILS
AS BUILT - LOWER FLOOR
SCALE:1/8" = 1'-0"
City Of Edmonds
Building Department
Work PERMNENT DECK COVERING
Address 545 MAIN ST
-- -- -- -- -- -- -- -----------------------
Owner KELNERO
------------------------------------------
---------------------------------
Approved Date:: 01 /12/2022
. -----------------------
Building Official Erie Cyr
Permit Number
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EXISTING
SUMP PUMP
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Setbacks:
Required
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Front
--oi
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1
Sides
0' -
2'W/0'E
Rear
0'
NA
Other
Height
--- 30'-
1-2'-211
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ARCHITECT
GST
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ATE OF WASHINGTON
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H 2 D
A R C H I T E C T U R E
D E S I G N
23020 EDMONDS WAY, #113
EDMONDS, WA 98020
P.206.542.3734
www.h2darchitects.com
DATE: 3/20/2018
REVISED: 12/16/2021
PERMIT SET
PROJECT INFORMATION,
VICINITY MAP, GENERAL
NOTES, AS -BUILT PLANS
RECEIVED
Dec 22 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
01
EX POSTED EXIT SIGN
40 OCCUPANT
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KITCHEN
OCCUPANCY
200 GROSS
156.2/200=1
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141.3 100=2
ACCESSORY — o 0 0
STORAGE
OCCUPANCY
5000ROSS
54/300=1
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100 GROSS
129.4/100=2
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NO CHANGE
PROPOSED
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104.8/100=2
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ACCESSI13LE ROUTE
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MAIN FLOOR EGRESS PLAN
SCALE:1/4" - 1'-0"
BUILDING OCCUPANT LOAD
APPROACH
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CLEAR
FLOOR
SPACE
1'-6" MIN.
CLEAR
FLOOR
SPACE
x
APPROACH
NOTE: X=T-0 (MIN.) IF DOOR HAS BOTH A CLOSER AND A LATCH
F RO N T AP P ROAC H ❑H AND PULL
APPROACH
6" MIN; Y=4'-0" MIN. IF
\ CLOSER AND LATCH;
F BOTH CLOSER AND
'ROVIDED
HINGE APPROACH PUSH SIDE
APPROACH
APPROACH
HINGE APPROACH PULL SIDE
NOTE: Y=4'-0" MIN; Y=4'-6" MIN. IF DOOR HAS A CLOSER
LATCH APPROACH PULL SIDE
404.1 GENERAL DOORS AND DOORWAYS THAT ARE PART OF AN ACCESSIBLE ROUTE SHALL COMPLY WITH SECTION 404
404.2 MANUAL DOORS MANUAL DOORS AND DOORWAYS AND MNAUAL GATES, INCLUDING TICKET GATES, SHALL COMPLY WITH THE REQUIREMENTS OF SECTION 404.2
404.2.1. DOUBLE -LEAF DOORS AND GATES AT LEAST ONE OF THE ACTIVE LEAVES OF DOORWAYS WITH TWO LEAVES SHALL COMPLY WITH SECTIONS 404.2.2 AND 404.2.3
404.2.2 CLEAR WIDTH DOORWAYS SHALL HAVE A CLEAR OPENING WIDTH OF 32" MIN. CLEAR OPENING WIDTH OF DOORWAYS WITH SWINGING DOORS SHALL BE MEASURED
BETWEEN THE FACE OF THE DOOR AND STOP, WITH THE DOOR OPEN 90 DEGREES. OPENINGS, DOORS, AND DOORWAYS WITHOUT DOORS MORE THAN 241, IN DEPTH SHALL
PROVIDE A CLEAR OPENING WIDTH OF 36 INCHES MIN. THERE SHALL BE NO PROJECTIONS INTO THE CLEAR OPENING WIDTH LOWER THAN 34 INCHES ABOVE THE FLOOR.
PROJECTIONS INTO THE CLEAR OPENING WIDTH BETWEEN 34 INCHES AND 80 INCHES ABOVE THE FLOOR SHALL NOT EXCEED 4 INCHES.
EXCEPTIONS:
1. DOOR CLOSERS AND DOOR STOPS SHALL BE PERMITTED TO BE 78 INCHES MIN. ABOVE THE FLOOR
2. IN ALTERATIONS, A PROJECTION OF 5/8 INCH MAX. INTO THE REQUIRED CLEAR OPENING WIDTH SHALL BE PERMITTED FOR THE LATCH SIDE STOP
404.2.3.1 FLOOR SURFACE FLOOR SURFACE WITHIN THE MANEUVERING CLEARANCES SHALL HAVE A SLOPE NOT STEEPER THAN 1:48 AND SHALL COMPLY WITH SECTION 302
LOAD FACTOR
FLOOR AREA
OCCUPANCY LOAD (FLOOR
AREA/LOAD FACTOR)
ASSEMBLY, UNCONCENTRATED
15 NET
426 SF
29
TABLES & CHAIRS
89 SF
6
80.2 SF
6
113.3 SF
8
353 SF
24
RE5TROOMS, CORRIDORS
100 GROSS
246.1 SF
3
KITCHEN, COMMERCIAL
200 GROSS
156.2 SF
1
ACCESSORY STORAGE
300 GROSS
120 SF
1
54 SF
1
13U5INESS
100 GROSS
129.4 SF
2
202.5 SF
3
TOTAL OCCUPANT LOAD FOR SPACE: 81
*NO CHANGE PROPOSED
APPROACH ==�>
APPROACH
NOTE: Y=3'-6" MIN; Y=4'-0" MIN. IF DOOR HAS A CLOSER
LATCH APPROACH PUSH SIDE
NOTE:
THE CITY OF EDMONDS RECOGNIZES THE
SUBMITTED AND APPROVED OCCUPANT
LOAD (OL). EXCEEDING THE APPROVED AND
FOSTEP OCCUPANT LOAD CONTITUTES A
VIOLATION OF THE INTERNATIONAL FIRE
rnoF nFn iNrFRNnrinNai gi ni rnNr, rnoF
(IBC), AND LOCAL ORDINANCES. THIS TYPE
OF VIOLATION SUBJECTS THE
OWNER/MANAGER TO ADDITIONAL
ENFORCEMENT ACTION, INCLUPING THE
N REQUIREMENT OF AN AUTOMATIC FIRE
L SPRINKLER SYSTEM.
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HEIDI MICHELLE HELGESON
STATE OF WASHING
TON
H 2 D
A R C H I T E C T U R E
D E S I G N
23020 EDMONDS WAY, #113
EDMONDS, WA 98020
P. 206 . 542 . 3 7 34
www.h2darchitects.com
DATE: 3/20/2018
REVISED: 12/16/2021
PERMIT SET
EGRESS PLAN AND DETAILS
RECEIVED
Dec 22 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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SCALE:1/4" = 1' O"
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EXISTING BRICK
EXISTING AiR SPACE
EXiSTiNG BUILDING PAPER
EXISTING SHEATHING
EX15TiNG FRAMING
GROSS FLOOR AREA (MEASURED FROM iNSiDE OF EXTERIOR WALLS)
EXISTING MAiN FLOOR AREA
1,695 SF
NEW OUTDOOR PATIO AREA
310 SF
EXISTING LOWER FLOOR AREA (UNCONDITIONED)
121 5F
TOTAL CONDITIONED AREA
1,695 5F
OUTLINE OF EX ROOF (NO
CHANGE PROPOSED)
OUTLINE OF EX MAiN FLOOR
EXISTING ROOF
NEW POSTS & BEAMS
BELOW PER STRUCTURAL
�OUTLiNE OF EX DECK
ANEW STANDING SEAM
METAL ROOF OR SIM T.B.D.
NOTES:
1. ALL DIMENSIONS ARE GIVEN TO THE FACE OF STUD UNO.
2. ALL DOOR AND WINDOW DIMENSIONS ON THiS PLAN ARE ROUGH OPENING SiZES,
LINO. REFER TO WINDOW AND DOOR SCHEDULE FOR MORE INFORMATION.
3. NO ELECTRICAL WORK PROPOSED
N 0 EXi5TiNG WALLS
® NEW WALLS
0 EXISTING AREA - NO CHANGE PROPOSED
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9716 REGISTERED
ARCHITECT
HEIDI MICHELLE HELGESON
STATE OF WASHINGTON
H 2 D
A R C H I T E C T U R E
D E S I G N
23020 EDMONDS WAY, #113
EDMONDS, WA 98020
P.206.542.3734
www.h2darc h i tects.c om
DATE: 3/20/2018
REVISED: 12/16/2021
PERMIT SET
MAIN FLOOR PLAN & PARTIAL
ROOF PLAN
RECEIVED
Dec 22 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
A1.0
PARTIAL EAST ELEVATION
SCALE:1/2" = 1'-0"
5TANPING SEAM METAL
ROOF OR
EXiSTiNC
FACADE
EXiSTiNC
REMAIN
10=1111►Ce 11103
SOUTH ELEVATION
SCALE:1/2" = 1'-0"
NORTH ELEVATION:
NO CHANGE PROPOSED
PARTIAL WEST ELEVATION
SCALE:1/2" = 1'-0"
EXISTING FACADE TRANSPARENCY: 94.85F/2245F = 42.5 %
L. TYP
AL, TYP
FING RAMP
LOPE
GRADE
TYP NEW ROOF ASSEMBLY
-STANDING SEAM METAL ROOF OR SIM
-iCE/WATER SHIELD OR PER MANUFACTURER
-2X6 CAR DECKING PER STRUCTURAL
-FRAMING PER STRUCTURAL
METAL DRiP EDGE, TYP
K-5TYLE METAL GUTTER
2X10 WD FASCIA
BEAM PER STRUCTURAL
P05T PER STRUCTURAL
TYP EX DECK ASSEMBLY
-EXISTING DECKING; PATCH TO MATCH
AT AREA OF ALTERATION
-EXISTING FRAMING
EXISTING GUARDRAIL
EXISTING BEAM
EXISTING
POST FOOTING PER STRUCTURAL
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SCALE:1/2" = 1'-0"
12
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9716 REGISTERED
ARCHITECT
HEIDI MICHELLE HELGESON
STATE OF WASHING
H 2 D
A R C H IT E C T U R E
D E S I G N
23020 EDMONDS WAY, #113
EDMONDS, WA 98020
P.206.542.3734
www.h2darchitects.com
DATE: 3/20/2018
REVISED: 12/16/2021
PERMIT SET
EXTERIOR ELEVATIONS AND
WALL SECTION
RECEIVED
Dec 22 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
A2.0
STRUCTURAL NOTES
C G
(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), 2018 EDITION. SPECIFICATIONS AND STANDARDS
WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION.
DESIGN LOADS
DEAD LOADS:
ROOF 8 PSF
LIVE LOADS:
ROOF (SNOW LOAD) 25 PSF
EARTHQUAKE LOADS:
EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 SECTION 12.8.
SITE CLASS (ASSUMED)
D
SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS)
1.291
ONE SECOND SPECTRAL RESPONSE ACCEL (SI)
0.455
SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS)
0.861
ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI)
0.561
RISK CATEGORY
II
SEISMIC IMPORTANCE FACTOR 00
1.0
SEISMIC DESIGN CATEGORY
D
BASIC SEISMIC FORCE -RESISTING -SYSTEM
TIMBER FRAMES
RESPONSE MODIFICATION FACTOR, (R)
1.5
REDUNDANCY FACTOR (p)
1.0
SEISMIC RESPONSE COEFFICIENT (CS)
0.574
W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-16 SECTION 12.7.2.
BASE SHEAR (V), V = CSW = RD I W
1yiU1►11ltile\1L�
BASIC WIND SPEED (3 SECOND GUST) 97 MPH
EXPOSURE B
KzT 1.0
SEE PLANS FOR ADDITIONAL DESIGN LOADS.
STATEMENT OF SPECIAL INSPECTIONS
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.
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.
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.
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
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
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 CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"
WORK IN ACCORDANCE WITH SECTION 1704.4 OF THE IBC.
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
SOILS
FOUNDATION BEARING CAPACITY VERIFICATION
X
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.
FOUNDATIONS: SPREAD FOOTINGS
SOILS REPORT: REPORT NOT AVAILABLE AT TIME OF DESIGN
ALLOWABLE SOIL PRESSURE: 2000 PSF (ASSUMED; TO BE FIELD VERIFIED DURING CONSTRUCTION)
LATERAL EARTH PRESSURE:
UNRESTRAINED: 35 PCF + ANY APPLICABLE SURCHARGE
PASSIVE: 225 PCF
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.
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
FOOTINGS
3000 PSI
0.55
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.
ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE
WITH ACI 318 TABLE 19.3.3.1 FOR MODERATE EXPOSURE CLASS F1.
*PROVIDE f'c SPECIFIED IN TABLE FOR DURABILITY REQUIREMENTS. 2500 PSI CONCRETE MEETS STRENGTH
REQUIREMENTS, THEREFORE SPECIAL INSPECTION IS NOT REQUIRED.
CONCRETE EXPOSED TO EARTH AND WEATHER
#6 BARS AND LARGER
2"
#5 BARS AND SMALLER
1 1/2"
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
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.
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)
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 #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
[14014:L11
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL 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 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
NATIVE SOIL
I I l=l I u I u I l=l I 1-
FRAMING
F=I I 1=1— — —
EXTENT OF
GRANULAR FILL
FRAMING
STRUCTURAL STEEL
COLUMNS
P
COLUMN BEARING
RATED SHEATHING
ON BEAM
BEAM CONTINUOUS
�'� SHEAR WALL
OVER SUPPORT
(SEE SCHEDULE)
SWX
CONCRETE WALL
COLUMN MARK
(SEE SCHEDULE)
BEARING STUD
FOOTING MARK
WALL
(SEE SCHEDULE)
O
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
P,V
FRAME CONN.
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
12/ 15/ 21
Y
Q
DESIGN:
JDM
DRAWN:
LVW
CHECK:
DMT
JOB NO: 21 41 9.1 0
DATE:
1 2/ 1 5/21
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1. FOOTINGS SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL.
I 7
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2. AT LOCATIONS WHERE EXISTING DECK FRAMING INTERFERES W/ POST LOCATION CUT AND HANG EXISTING
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A
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F
ROOF FRAMING PLAN
SCALE: 1/4" = V-0"
TYPICAL ROOF FRAMING PLAN NOTES:
1. ROOF SHALL BE CONT 2x HF DECKING, (3) SPAN MIN. FASTEN DECKING AT EA SUPPORT W/ (2) 10d NAILS.
STANDING SEAM
DECK PER ARCH
DECKING PER PLAN NOTES
FASTEN JOIST TO BEAM
W/ 3/8"0 x 8"
LEDGERLOCK SCREWS
A34 CLIP @ 24" OC
JOIST PER PLAN
STANDING SEAM
DECK PER ARCH
DECKING PER PLAN NOTES
FASTEN JOIST TO BEAM
W/ 3/8"0 x 8"
LEDGERLOCK SCREWS
2x BLKG RIPPED TO
MATCH ROOF SLOPE
OVERHANG
PER ARCH
2'-0" 0 2'-0"
4'-0"
JOIST PER PLAN
A34 CLIP @ 24" OC
BEAM PER PLAN
SIMPSON CBT2Z
CONCEALED BEAM TIE
COLUMN PER PLAN
C G
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
12/ I5/ 21
I
DESIGN: JDM
DRAWN: LVW
CHECK: DMT
JOB NO: 21 41 9.1 0
DATE: 1 2/ 1 5/21
� PER PLAN
COLUMN PER PLAN
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TYPICAL JOIST SUPPORT DETAIL
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SCALE:1" = 1'-0"
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