APPROVED BLD RESUB1 BLD2022-1385+Architectural_Plan+10.27.2022_10.28.58_AM+3188631GENERAL NOTES
BUILDING CODE INFORMATION
1. THE FOLLOWING NOTES REFER TO NEW CONSTRUCTION WORK TO BE PROJECT DESCRIPTION
PERFORMED UNDER PERMIT FROM THE LOCAL JURISDICTION AS DESCRIBED DEMO EXISTING DECK AND BUILD NEW
ON THE ATTACHED "CONSTRUCTION SET" DRAWINGS AND SPECIFICATIONS.
PARCEL NO. 00724700000100
2. CONTRACTOR SHALL FIELD VERIFY ALL CRITICAL DIMENSIONS AND SITE
CONDITIONS INCLUDING LOCATION AND DISPOSITION OF EXISTING UTILITIES JURISDICTION CITY OF EDMONDS
BEFORE COMMENCING WORK AND BE RESPONSIBLE FOR SAME. NOTIFY
DESIGNER OF ANY DISCREPANCIES AND DO NOT PROCEED WITH ANY APPLICABLE CODES
RELATED WORK UNTIL DISCREPANCY HAS BEEN REMOVED. 2018 INTERNATIONAL RESIDENTIAL CODE W/ STATEWIDE
AMENDMENTS
3. ALL WORK SHALL BE DONE IN ACCORDANCE WITH APPLICABLE CODES. CITY OF EDMONDS MUNICIPAL CODE
WHERE CONFLICTS OCCUR BETWEEN METHODS OR STANDARDS OF
INSTALLATION AND CODES, OR IF MATERIALS DO NOT EQUAL OR EXCEED THE CONSTRUCTION TYPE V-B
REQUIREMENTS OF LAWS OR ORDINANCES, THE LAWS OR ORDINANCES
SHALL GOVERN. NOTIFY DESIGNER OF ANY CONFLICTS. OCCUPANCY R-3
4. DO NOT SCALE THE DRAWINGS. THE CONTRACTOR(S) SHALL USE ACTUAL
FIELD DIMENSIONS OR DIMENSIONS SHOWN ON THE DRAWINGS. NOTIFY THE FLOOR AREA
DESIGNER OF ANY DISCREPANCIES AND DO NOT PROCEED WITH ANY
RELATED WORK UNTIL DISCREPANCY HAS BEEN RESOLVED.
5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND
THE METHODS AND SEQUENCE OF CONSTRUCTION REQUIRED TO PERFORM
THE WORK.
6. SUB -CONTRACTORS SHALL VERIFY ROUGH -IN DIMENSIONS, REQUIREMENTS
FOR BACKING AND LOCATIONS OF ITEMS IN PARTITIONS AS REQUIRED FOR
INSTALLATION OF THEIR WORK. EACH INSTALLER SHALL BE RESPONSIBLE
FOR VERIFICATION AND COORDINATION WITH OTHER INSTALLERS TO SECURE
COMPLIANCE WITH THE CONTRACT DRAWINGS AND RELATED
SPECIFICATIONS. GENERAL CONTRACTOR SHALL COORDINATE INSTALLATION
OF EQUIPMENT, PLUMBING FIXTURES AND APPLIANCES INCLUDED IN THIS
CONTRACT OR FURNISHED BY OTHERS FOR INSTALLATION BY CONTRACTOR.
7. PRIOR TO SHOP FABRICATION OF MATERIALS OR EQUIPMENT OR ORDERING
OF MANUFACTURED ITEMS, RESPECTIVE SUB -CONTRACTOR OR SUPPLIER
SHALL PROVIDE SHOP DRAWINGS OR MANUFACTURER'S DATA FOR REVIEW
BY OWNER AND DESIGNER.
8. ANY ALTERATIONS TO STRUCTURAL ELEMENTS OR BUILDING SHELL DESIGN
SHALL NOT BE DONE WITHOUT PRIOR AUTHORIZATION FROM DESIGNER. ALL
CONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED TO DESIGNER IN
NAME
EXISTING
DEMO
NEW
TOTAL
BASEMENT
2324 S.F.
2324 S.F.
FIRST FLOOR
2324 S.F.
2324 S.F.
TOTAL CONDITIONED
4648 S.F.
4648 S.F.
GARAGE
256 S.F.
256 S.F.
DECK
448 S.F.
560 S.F.
560 S.F.
WRITING FOR APPROVAL. City Of Edmonds
9. DEMOLITION CONTRACTOR IS RESPONSIBLE FOR LICENSED TESTING AND, Building Department
IF REQUIRED, ABATEMENT OF ANY HAZARDOUS MATERIALS DISTURBED
DURING SITE CLEARING AND PREPARATION. Work DECK
----------------------- -------------- ------------- ---------
10. SOIL CONDITIONS DISCOVERED DURING EXCAVATION WHICH APPEAR Address 1125 OLYMPIC AVE
INCONSISTENT WITH THE ALLOWABLE SOIL BEARING PRESSURE ASSUMED===============================================================
SHALL BE REPORTED TO THE DESIGNER. THE ACTUAL ELEVATIONS OF THE Owner COOPER
FOOTINGS WILL BE ESTABLISHED BY THE CONTRACTOR AND MUST BEAR ON --------- ----------------
SOLID UNDISTURBED EARTH OR CONTROLLED AND COMPACTED STRUCTURAL Approved Date 11/03/2022
FILL. SEE STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. Building Official w. 1i o1L
-------------
11. CONTRACTOR SHALL PROVIDE ALL TEMPORARY SUPPORTS AND BRACING Permit Number BLD2022-1385
AS REQUIRED. INSTALL TEMPORARY BARRIERS AS NECESSARY TO PROTECT
ADJACENT STREET RIGHT-OF-WAY AND NEIGHBORING PROPERTIES.
CONTRACTOR SHALL BE RESPONSIBLE FOR STRENGTH AND SUITABILITY OF APPROVED
TEMPORARY BARRIERS AND SUPPORTS PER CITY AND COUNTY STANDARDS. PLANS MUST BE
ALL TEMPORARY WORK SHALL BE REMOVED AT THE END OF EACH SEQUENCE ON JOB SITE
OR AT COMPLETION OF THE CONTRACT WORK.
12. MECHANICAL AND ELECTRICAL TO BE BIDDER -DESIGN UNDER SEPARATE
PERMIT. CONTRACTOR SHALL SUBMIT PLANS TO DESIGNER FOR REVIEW
PRIOR TO CONSTRUCTION. CONTRACTOR SHALL VERIFY SIZES AND
LOCATIONS OF ALL OPENINGS FOR MECHANICAL WORK AND OBTAIN SHOP
DRAWINGS FOR REVIEW BY DESIGNER BEFORE PROCEEDING WITH THE
WORK.
14. REPETITIOUS DETAILS MAY BE CALLED OUT RARELY ON THE DRAWINGS
BUT SHALL BE PROVIDED AT ALL LOCATIONS WHERE THEY OCCUR.
15. ALL WORKMANSHIP SHALL BE OF THE HIGHEST QUALITY AND IN
ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS, INSTALLATION
INSTRUCTIONS AND RECOMMENDATIONS FOR USE. WORKMANSHIP QUALITY
SHALL BE JUDGED ACCORDING TO THE BEST ACCEPTED STANDARDS OF THE
BUILDING INDUSTRY. CONTRACTOR SHALL CORRECT ALL DEFECTIVE WORK
TO SATISFACTION OF OWNER AT CONTRACTOR'S EXPENSE AND IN A TIMELY
MANNER. A PUNCH LIST WILL BE ISSUED AT COMPLETION OF PROJECT.
NOTIFY DESIGNER AT SUBSTANTIAL COMPLETION.
16. ALL MATERIALS AND WORKMANSHIP SHALL BE GUARANTEED FOR A
PERIOD OF ONE YEAR FROM DATE OF ACCEPTANCE OF COMPLETED PROJECT
BY OWNER. ROOFING, WATERPROOFING, FLASHINGS AND ALL OTHER WORK
WHICH IS A COMPONENT PART OF THE ROOFING IS TO BE WEATHERTIGHT
UNDER ORDINARY WEAR AND USAGE FOR A PERIOD OF TWO YEARS FROM
DATE OF ACCEPTANCE, TO BE SUPPLEMENTED BY THE TERMS AND
CONDITIONS OF EXTENDED MANUFACTURER'S WARRANTIES. AT TIME OF
ACCEPTANCE OF COMPLETED PROJECT, CONTRACTOR SHALL FURNISH
OWNER WITH ALL NECESSARY MANUALS OF OPERATION AND MAINTENANCE,
WARRANTIES AND GUARANTEES FOR ALL EQUIPMENT INCLUDED IN THIS
CONTRACT.
17. ANY METAL IN CONTACT WITH TREATED WOOD MUST BE VERIFIED FOR
THAT USE OR ISOLATED FROM DIRECT CONTACT.
DEMO EXT'G.
DECK COMPLETE
PROVIDE SILT FENCE
AROUND PROJECT
AREA DURING
CONSTRUCTION FOR
EROSION CONTROL
144
EXT'G. SIDE
SEWARD
ZONING INFORMATION
ZONING
LEGAL DESCRIPTION
RS-12
EDMONDS VIEW ESTATES
BILK 000
LOT 1
0.18 ACRES (APPROX. 7840 S.F.)
25 FT
FRONT 25 FT
SIDE 10 FT
LOT COVERAGE
ALLOWED LOT COVERAGE
GROSS LOT AREA (.30 ACRES
EXT'G. HOUSE & GARAGE
NEW DECK
EXT'G. SHED
TOTAL LOT COVERAGE
% OF LOT COVERAGE
146 148
35 %
DRAWING INDEX
A1.1 PROJECT INFORMATION / SITE PLAN
A2.1 NEW DECK FOUNDATION / UPPER DECK PLAN / ELEVATIONS
S1.0 GENERAL STRUCTURAL NOTES
S2.0 FOUNDATION PLAN
S2.1 DECK FRAMING PLAN
S3.0 STRUCTURAL DETAILS
CONTACT INFORMATION
OWNER /
PROPERTY
ADDRESS
KAREN & NICHOLAS COOPER
1125 OLYMPIC AVE
EDMONDS, WA 98020
EMAIL: KACCOOP@COMCAST. NET
13068 SF
DESIGNER AARON DUPONT
28809 40TH AVE S
2580 SF
AUBURN, WA 98001
560 SF
206-348-4483
EMAIL: AKD.ARCHDESIGN@GMAIL.COM
72 SF
3212 SF
3212 / 13068 = 24.6 %
■r.... . & I . ....
125.00
0 5 10 20
iews.
STRUCTURAL
ENGINEER
HARRIOTT VALENTINE ENGINEERS INC 1932
FIRST AVE, STE 720
SEATTLE, WA 98101
154 206-413-6671
EMAIL: TFISHER@HARRIOTTVA ENTINE.COM
25.0
FRONT
W
a
U_
IL
5
J
O
Residential Designer
206.348.4483
akd.archdesign@gmail.com
COOPER
RESIDENCE
NEW DECK
1 125 OLYMPIC AVE
EDMONDS, WA 98020
Revision
1
REVISION 10/26/2022
RESUB
Oct 27 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
PROJECT
INFORMATION /
SITE PLAN
❑ Preliminary Design
❑ Progress Set
❑ Pricing Set
■ Permit Set
❑ Construction Set
Date: 9/26/2022
Design: AD
Scale: AS NOTED
Sheet No.
Al
1
■
NEW UPPER FLOOR DECK PLAN
)TES
=DGER FLASHING & COUNTER FLASHING TO BE
GAUGE CORROSION -RESISTANT METAL & SHALL BE
_ED IN COMPLIANCE W/ IRC R703.8.
OD BEARING ON UNPROTECTED CONCRETE OR
RY, EXPOSED TO WEATHER, OR WITHIN 6" OF
!D GRADE SHALL BE PRESSURE TREATED.
RAIL SHALL BE IN ACCORDANCE WITH IRC R312.1;
E 36" HIGH MIN. GUARDRAIL WITH INTERMEDIATE
J/ 3 7/8" MAX SPACING.
GEND
DEMOLITION
EXISTING CONSTRUCTION
ELEVATION NOTES
1. THESE NOTES APPLY TO ALL EXTERIOR ELEVATIONS.
2. DECK LEDGER FLASHING AND COUNTER FLASHING TO
BE MIN. 26 GAUGE CORROSION -RESISTANT METAL,
AND SHALL BE INSTALLED IN COMPLIANCE WITH IRC
R703.8.
3. GUARDRAIL SHALL BE IN ACCORDANCE WITH IRC
R312.1; PROVIDE 36" HIGH MIN. GUARDRAIL WITH
INTERMEDIATE RAILS W/ 3 7/8" MAX SPACING.
GUARDRAIL
PER NOTE
0
i0
TOP OF DECK
2x12 FASCIA
BEAM PER
STRL.
N
P.T. 4x4 KNEE
BRACE PER
STRL. 6'
POST PER
STRL.
FINISH GRADE
I I I I I I I I I I
L___J L___J L___J L___J L___J
WEST ELEVATION
1/4" = 1'-01,
M
N
ci
0
LINE OF DECK
ABOVE
DEMO EXT'G.
DECK POSTS
(TYP. OF 5)
EXT'G. GRAVEL
N AREA
NEW POST PER
STRL. (TYP. OF 6)
I
M
NO
M
NO
cM
N
NEW BEAM PERK
STRL.
NEW FTG. PER
STRL. (TYP. OF 6)
FASCIA MC
GUARDRAI
PER NOTE
0
c�
TOP OF DE
2x12 FASCI
BEAM PER
STRL.
N
U_
POST PER
a,
j
STRL.
FINISH GRA
NEW DECK FOUNDATION PLAN
SOUTH ELEVATION
1/4" = V-0"
Residential Designer
206.348.4483
akd.archdesign@gmail.com
COOPER
RESIDENCE
NEW DECK
1 125 OLYMPIC AVE
EDMONDS, WA 98020
Revision
1
REVISION 10/26/2022
RESUB
Oct 27 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
NEW DECK
FOUNDATION /
UPPER DECK PLAN
/ ELEVATIONS
❑ Preliminary Design
❑ Progress Set
❑ Pricing Set
■ Permit Set
❑ Construction Set
Date: 9/26/2022
Design: AD
Scale: AS NOTED
Sheet No.
A201
�M
HVE
GENERAL STRUCTURAL NOTES
(THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS)
1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE
DRAWINGS, SPECIFICATIONS & THE INTERNATIONAL BUILDING CODE (2018 EDITION).
2. DESIGN LOADING CRITERIA:
FLOOR LIVE LOAD (RESIDENTIAL DECK) . . . . . . . . . . . . . . . 60 PSF
EARTHQUAKE:
LAT. / LONG. . . . . .
. . . . 47.819 /-122.362
SEISMIC IMPORTANCE FACTOR (Ie) . . . . .
. . . . . . . . . . . . . . 1.0
SEISMIC USE GROUP. . . .
I
MAPPED SPECTRAL RESPONSE (Ss/Si). . . .
. . . . . . . . . . 1.29g/O.46g
SPECTRAL RESPONSE COEF. (SDS/SD1) . . .
. . . . . . . . . . 0.869/0.46g
SEISMIC FORCE RESISTING SYSTEM: . . . .
. . . . . . PLYWOOD SHEAR WALLS
DESIGN BASE SHEAR . . . . . . . . . . .
. . . . . . . . . . . . . 4.95k
SEISMIC RESPONSE COEFICIENT (Cs) . . . .
. . . . . . . . . . . . . 0.574
SEISMIC DESIGN CATEGORY . . . . . . . . .
. . . . . . . . . . . . . . . D
RESPONSE MODIFICATION FACTOR (R) . . . .
. . . . 1.5
ANALYSIS PROCEDURE . . . . . . . . . . .
. . . .EQUIVALENT LATERAL FORCE
REFERENCE: USGS NATIONAL SEISMIC HAZARD MAPPING PROJECT, 2008 DATA
3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL
DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS
AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY
DISCREPANCIES PRIOR TO CONSTRUCTION.
4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CON-
DITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CON-
STRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST
VERIFIED. CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT
UNDERGROUND UTILITIES PRIOR TO COMMENCING EXCAVATION. THE CONTRACTOR SHALL
BRING ALL CONFLICTS AND DISCREPANICES TO THE ATTENTION OF THE ARCHITECT
AND STRUCTURAL ENGINEER.
5. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY
DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION
AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. EXISTING
REINFORCING SHALL BE RETAINED UNDAMAGED WHERE NOTED ON THE PLANS.
DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING
STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON
EXISTING FLOOR SYSTEMS TO 40 PSF. ALL NEW OPENINGS THROUGH EXISTING
CONCRETE OR MASONRY WALLS, SLABS AND BEAMS SHALL BE ACCOMPLISHED BY SAW
CUTTING WHEREVER POSSIBLE.
6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND
STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN
ACCORDANCE WITH THE PLANS.
7. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE
METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK.
THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL
AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE
SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CON-
TRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE,
CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, CON -
CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE.
8. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE
ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF
THESE ITEMS.
A. STRUCTURAL STEEL
GEOTECHNICAL
9. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE
ASSUMED AND THEREFORE MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER. IF
SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER
FOR POSSIBLE FOUNDATION REDESIGN.
FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 18" BELOW ADJACENT
FINISHED GRADE. UNLESS NOTED OTHERWISE, FOOTINGS SHALL BE CENTERED BELOW
COLUMNS OR WALLS ABOVE. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE
DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE.
ALLOWABLE SOIL PRESSURE . . . . . . . . . . 2,000 PSF
LATERAL EARTH PRESSURE . . . . . . . . . . . 35 PCF
CONCRETE
10. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORD-
ANCE WITH ACI 301. CONCRETE SHALL ATTAIN A 28 DAY STRENGTH OF F'C = 2,500
PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENT PER CUBIC
YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS.
THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED
IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND
THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CON-
CRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT,
FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CE-
MENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN
ACCORDANCE WITH ACI 301. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF
RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH
CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY
FOR SPECIFIED PERFORMANCE.
ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR
ENTRAINED WITH AN AIR ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND
C618. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 19.3.2.1 OF THE
ACI 318.
11. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1),
GRADE 60, FY = 60,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185.
ALL REBAR SHALL BE 90% MINIMUM RECYCLED CONTENT. SUBMIT MANUFACURERS
CERTIFICATE OF RECYCLED CONTENT TO ARCHITECT AND STRUCTURAL ENGINEER.
12. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORD-
ANCE WITH ACI 318. LAP ALL CONTINUOUS REINFORCEMENT 40 BAR DIAMETERS
OR 2' 0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTER-
SECTIONS. LAP CORNER BARS 40 BAR DIAMETERS OR 2' 0" MINIMUM. LAP
ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS.
13. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS:
A. FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE . . .3"
B. ALL OTHER SURFACES . . . . . . . . . . . . . . . . 1 1/2"
ANCHORAGE
14. TITEN HD ANCHORS SPECIFIED ON THE DRAWINGS SHALL CONSIST OF "TITEN HD"
HEAVY DUTY SCREW ANCHORS AS MANUFACTURED BY THE SIMPSON COMPANY AND
INSTALLED IN STRICT ACCORDANCE WITH ICC ESR 2713.
STEEL
15. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON
THE LATEST EDITIONS OF THE AISC SPECIFICATIONS AND CODES:
A. SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (RISC 360)
B. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES (RISC 303)
C. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490
BOLTS. BOLTS IN SHEAR OR BEARING TYPE CONNECTIONS NEED ONLY BE
TIGHTENED TO THE SNUG TIGHT CONDITION PER SECTION 8(C).
16. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING MINIMUM STANDARDS.
PLATES, ANGLES, AND CHANNELS SHALL CONFORM TO ASTM A36, FY = 36 KSI.
WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, FY = 50 KSI. STEEL
PIPE SHALL CONFORM TO ASTM A53, TYPE E OR S, GRADE B, FY = 35 KSI.
SQUARE OR RECTANGULAR STRUCTURAL TUBING SHALL CONFORM TO ASTM A500,
GRADE B, FY = 46 KSI. ANCHOR BOLTS AND CONNECTION BOLTS SHALL CONFORM
TO ASTM A307. THREADED ROD AND STUDS SHALL CONFORM TO ASTM A36.
WOOD
17. FRAMING LUMBER SHALL BE KILN DRIED OR MC-15, AND GRADED AND MARKED IN CON-
FORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17,
LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS:
JOISTS: (2X MEMBERS)
(3X & 4X MEMBERS)
STRUCTURAL LIGHT FRAMING
( I NCL. 3X AND 0 POSTS)
HEM -FIR NO. 2
MINIMUM BASE VALUE, FB = 850 PSI
DOUGLAS FIR NO. 1
MINIMUM BASE VALUE, FB = 1000 PSI
DOUGLAS FIR NO. 2
MINIMUM BASE VALUE, FB = 900 PSI
BEAMS
AND STRINGERS:
DOUGLAS
FIR NO. 1
(INCL.
6X AND LARGER)
MINIMUM
BASE VALUE, FB = 1350 PSI
POSTS
AND TIMBERS:
DOUGLAS
FIR NO. 1
(6X6 AND LARGER)
MINIMUM
BASE VALUE, FC = 1000 PSI
STUDS,
PLATES & MISC. FRAMING:
DOUGLAS
FIR OR HEM -FIR STANDARD GRADE
2X6 STUDS AND PLATES: HEM -FIR NO.3/ STUD GRADE
2X AND 3X T & G DECKING HEM -FIR COMMERICAL DEX,
MINIMUM BASE VALUE, FB = 1350 PSI
18. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II,
EXTERIOR GLUE IN CONFORMANCE WITH APA STANDARDS. ORIENTED STRAND
BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND SPAN RATING MAY BE
USED IN LIEU OF PLYWOOD.
A. ROOF SHEATHING SHALL BE 1/2" (NOM.) WITH SPAN RATING 24/0.
B. FLOOR SHEATHING SHALL BE 3/4" (NOM.) WITH SPAN RATING 40/20.
C. WALL SHEATHING SHALL BE 1/2" (NOM.) WITH SPAN RATING 24/0.
REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING.
ALL SHEATHING SHALL BE FSC CERTIFIED AND SHALL BEAR THE FSC STAMP.
19. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -
TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED
BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR
MASONRY. ALL WOOD EXPOSED TO WEATHER WITHOUT THE ADEQUATE PROTECTION OF
A ROOF OR EAVE SHALL BE AN APPROVED WOOD OF NATURAL RESISTANCE TO DECAY
OR PRESSURE TREATED. SUCH MEMBERS INCLUDE HORIZONTAL MEMBERS SUCH AS
GIRDERS, JOISTS, AND DECKING; OR VERTICAL MEMBERS SUCH AS POSTS, POLES,
AND COLUMNS.
20. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE"
BY SIMPSON COMPANY, AS SPECIFIED IN THEIR MOST RECENT CATALOG. EQUIVALENT
DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC
APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF
FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN
ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS
CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER.
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. UN-
LESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEA-
SONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. HANGERS
IN DIRECT CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE EITHER STAINLESS
STEEL (SST300), POST HOT -DIPPED GALVANIZED(HDG) OR GALVANIZED WITH A MINI-
MUM OF 1.850Z ZINC PER SQUARE INCH (ZMAX). UNLESS NOTED OTHERWISE, ALL
LUMBER JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" SERIES JOIST
HANGERS, AND ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "ITT"
OR "IUT" SERIES JOIST HANGERS.
21. NAILS - NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING
SPECIFICATIONS:
SIZE
LENGTH
DIAMETER
6D
2"
0. 113"
8D
2-1/2"
0. 131"
10D
3"
0.148"
12D
3-1/4"
0.148"
16D
3-1/2"
0.162"
IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT
NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION)
FOR REVIEW AND APPROVAL. NAILS SHALL BE DRIVEN FLUSH TO FACE OF
SHEATHING WITH NO COUNTERSINKING PERMITTED.
22. STAPLES - THE FOLLOWING STAPLES MAY BE SUBSTITUTED FOR NAILING OF
PLYWOOD (APA RATED SHEATHING):
NAIL SIZE EQUIV. STAPLE MINIMUM LENGTH
6D 16 GA. 1-3/4"
8D 15 GA. 1-3/4"
10D 13 GA. 1-3/4"
IF CONTRACTOR PROPOSES THE USE OF ALTERNATE STAPLES, THEY SHALL SUBMIT
STAPLE SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION)
FOR REVIEW AND APPROVAL. STAPLES SHALL BE DRIVEN FLUSH TO FACE OF
SHEATHING WITH NO COUNTERSINKING PERMITTED.
23. WOOD FRAMING NOTES THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN:
A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED
TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM
NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.10.1 OF
THE INTERNATIONAL BUILDING CODE. UNLESS NOTED OTHERWISE, ALL NAILS
SHALL BE COMMON. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS
WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER
THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.
B. WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE
2X4 STUDS @ 16" 0. C. AT INTERIOR WALLS AND 2X6 @ 16" 0. C. AT EXTERIOR
WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS
AND AT EACH SIDE OF ALL OPENINGS. TWO 2X8 HEADERS SHALL BE PROVIDED
OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COL-
UMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. WALLS SHALL
HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL TOP PLATE
TO EACH STUD WITH TWO 16D NAILS, AND TOENAIL OR END NAIL EACH STUD TO
BOTTOM PLATE WITH TWO 16D NAILS. FACE NAIL DOUBLE TOP PLATE WITH 16D
AT 12" O.C. AND LAP MINIMUM 4'-0'$ AT JOINTS AND PROVIDE SIX 16D NAILS
AT 4" O.C. EACH SIDE OF JOINT. ALL STUD WALLS SHALL HAVE THEIR LOWER
WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16D NAILS AT 12" O.C.
STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS (WITH
7" MINIMUM EMBEDMENT)@ 4' 0" O.C. UNLESS INDICATED OTHERWISE. INDIVI-
DUAL MEMBERS OF BUILT UP POSTS SHALL BE NAILED TO EACH OTHER WITH
16D @ 12" O.C. STAGGERED. REFER TO THE PLANS AND SHEAR WALL SCHEDULE
FOR REQUIRED SHEATHING AND NAILING. WHEN NOT OTHERWISE NOTED, PROVIDE
GYPSUM WALLBOARD ON INTERIOR SURFACES NAILED TO ALL STUDS, TOP AND
BOTTOM PLATES AND BLOCKING WITH NAILS AT 7" O.C. USE 5D COOLER NAILS
FOR 1/2" GWB AND 6D COOLER NAILS FOR 5/8" GWB. WHEN NOT OTHERWISE
NOTED, PROVIDE 1/2" (NOM.) APA RATED SHEATHING (SPAN RATING 24/0) ON
EXTERIOR SURFACES NAILED AT ALL PANEL EDGES (BLOCK UNSUPPORTED EDGES),
TOP AND BOTTOM PLATES WITH 8D @ 6" O.C. AND TO ALL INTERMEDIATE STUDS
AND BLOCKING WITH 8D @ 12" O.C. ALLOW 1/8" SPACING AT ALL PANEL EDGES
AND ENDS.
C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS AROUND ALL OPENINGS IN
FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL
BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 16D NAILS. ATTACH
TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH METAL JOIST HANGERS IN
ACCORDANCE WITH TIMBER CONNECTOR NOTE. NAIL ALL MULTI JOIST BEAMS TO-
GETHER WITH 16D @ 12" O.C. STAGGERED. UNLESS OTHERWISE NOTED ON THE
PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH STRENGTH AXIS
PERPENDICULAR TO SUPPORTS AND NAILED WITH 8D NAILS @ 6" O.C. TO FRAMED
PANEL EDGES AND OVER STUD WALLS AS SHOWN ON PLANS AND @ 12" O.C. TO
INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED
BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR
SHEATHING EDGES SHALL HAVE APPROVED TONGUE AND GROOVE JOINTS OR SHALL
BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL
EDGES AND ENDS OF ALL ROOF AND FLOOR SHEATHING. TOENAIL BLOCKING TO
SUPPORTS WITH 16D @ 12" O.C. UNLESS OTHERWISE NOTED. AT BLOCKED FLOOR
AND ROOF DIAPHRAGMS PROVIDE FLAT 2X BLOCKING AT ALL UNFRAMED PLYWOOD
PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED.
Harriott Valentine Engineers Inc.
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206 624 4760 fax 206 447 6971
www.harriottvalentine.com
Project Contact
Todd Fisher
tel 206 413 6671
tfisher@harriottvalentine.com
Designer
Aaron Dupont
akd.archdesign@gmail.com
206 348 4483
Project
Cooper Deck
1125 Olympic Ave.
Edmonds, WA 98020
Issue Date Issue Description
9/23/22 Permit
Building Department Approval
Drawing Title
GENERAL STRUCTURAL
NOTES
Drawing Number
S100
REST
Oct 27 2
CITY OF EDM(
DEVELOPMENT S
DEPARTME
U
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HVE
10"0 PLINTH, REINF. WITH COLUMN PER PLAN
(4) #4 VERT. AND TIES (PRESSURE —TREATED)
#3x0 @YOC
�-- CB SERIES POST BASE
(4) #4 EACH WAY
II II
L J
inm���Ic�IR.�l�:a]��
DTT1Z OTHER CONFIGURATIONS
AVAILABLE. CONSULT WITH
ENGINEER OF RECORD FOR
INSTALLATION TO DIFFERENT
CONDITIONS
PT LEDGER OR BEAM PER PLAN
EX. MASONRY
Lr)
3/4" = V-0"
SEE 4/S2.1 FOR CALLOUTS
IN COMMON
SDWH TIMBER —HEX HDG
3" THREAD
PENETRATION
2
EXISTING 6" CONCRETE STEM WALL W/
12" WIDE CONCRETE FOOTING. CONTRACTOR
TO VERIFY AND REPORT TO STRUCTURAL
ENGINEER OF RECORD PRIOR TO CONSTRUCTION
e
0
LEGEND
SPAN
EXTENT
X SECTION DETAIL
X.
(FB)
FLUSH BEAM
(PT)
PRESSURE -TREATED
(KP)
KING POST
(UNO)
UNLESS NOTED OTHERWISE
COLUMN ABOVE
❑
COLUMN BELOW
NEW STRUCTURAL WALL
EXISTING STRUCTURAL WALL
NEW CONCRETE FOOTING
EXISTING CONCRETE WALL
(SYM.)
SYMMETRICAL
NOTE!! EXISTING FRAMING MEMBERS AS INDICATED ON THIS PLAN ARE
ASSUMED FOR DESIGN PURPOSES ONLY. HARRIOTT VALENTINE ENGINEERS
SHALL NOT BE HELD LIABLE FOR LOCATION/ SIZE OF EXISTING MEMBERS
AS CALLED ON THIS PLAN. EXISTING MEMBERS SHALL BE VERIFIED AND
REPORTED TO STRUCTURAL ENGINEER OF RECORD PRIOR TO CONSTRUCTION.
FOUNDATION PLAN NOTES
1. WHERE NEW CONCRETE WALLS OR FOOTING
ABUT EX. CONCRETE, PROVIDE DOWELS #4 x
2'-0" TO MATCH HORIZ. REINFORCING, EMBED
5" IN EPDXY GROUT.
Harriott Valentine Engineers Inc.
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206 624 4760 fax 206 447 6971
www.harriottvalentine.com
9126122
Project Contact
Todd Fisher
tel 206 413 6671
tfisher@harriottvalentine.com
Designer
Aaron Dupont
akd.archdesign@gmail.com
206 348 4483
Project
1-1/2" = 11— 0„ 0
I I .. Cooper Deck
1125 Olympic Ave.
. Edmonds, WA 98020
3/4" = 1'-0" 4
1 FOUNDATION PLAN
52.0 scale: 1/4" = 1'-0"
Issue Date Issue Description
9/23/22 Permit
Building Department Approval
Drawing Title
FOUNDATION PLAN
Drawing Number
SIO
REST
Oct 27 2
CITY OF EDM(
DEVELOPMENT S
DEPARTME
V
0
w
0
N
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O
U
HVE
LEGEND
Harriott Valentine Engineers Inc.
1932 First Avenue, Suite 720
SPAN
Seattle, Washington 98101-2447
tel 206 624 4760 fax 206 447 6971
www.harriottvalentine.com
�e
EXTENT
X
X.
SECTION DETAIL
(FB)
FLUSH BEAM
2x BLOCKING
JOISTS PER PLAN
+6
3
(PT)
PRESSURE —TREATED
S2.
,\ J
ash,
(KP)
KING POST
2x6 (PT) PLATE
-
6
o <
(UNO)
UNLESS NOTED OTHERWISE
°
S2.1
a
1'
COLUMN ABOVE
(2) H2.5AZ
X5/8"0
x 6"
a
JOISTS PER
PLAN WITH
AT HOLDOWN
2 0
❑
COLUMN BELOW
BEAM PER PLAN
TITEN
= CONC. WALL
HANGERS PER
SCHEDULE
TITEN HD
(STAINLESS
STEEL)
NEW STRUCTURAL WALL
@ 24" oc
a
X
`0
W
w
EXISTING STRUCTURAL WALL
°
J
EX. CONC. WALL
3
X
cV
NEW CONCRETE FOOTING
PER PLAN
° a
S2.1
AT HOLDOWN
3
2.0
EXISTING CONCRETE WALL
LJ
7
(SYM.)
SYMMETRICAL
3/4" = 1'-0$$
2
3/4" = 1'-0"
\
2
S2.
NO WORK AT
INTERIOR
OF EX.
HOUSE
fV
�
51„
GD
AT HOLDOWN
3
2.0
X
4x4 (P.T.) STANCHIONS
DTT2Z TOP AND BOTTOM
BEAM PER PLAN
21"
4) 5/8"0 BOLTS
EX
NOTE!! EXISTING FRAMING MEMBERS AS INDICATED ON THIS PLAN ARE
ASSUMED FOR DESIGN PURPOSES ONLY. HARRIOTT VALENTINE ENGINEERS
SEE ARCH'L. FOR LAYOUT
EACH WITH 1/2"� THRU-
1°
@ 16"oc
W
SHALL NOT BE HELD LIABLE FOR LOCATION/ SIZE OF EXISTING MEMBERS
BOLT TO STANCHIONS AND
BOLTS -
7
s21
AS CALLED ON THIS PLAN. EXISTING MEMBERS SHALL BE VERIFIED AND
�
(8) 1/4"x11/2" SDS SCREWS
� BEAM
'"�'
REPORTED TO STRUCTURAL ENGINEER OF RECORD PRIOR TO CONSTRUCTION.
SEE ARCH'L. FOR INFILL,
TO BLOCKING
�
2x12 PT
(� 20„ oc
TOP AND BOTTOM RAILS
° °
PL 1/4" EACH
SIDE OF
AT HOLDOWN
3
HANGER SCHEDULE
, x
°
UNLESS NOTED OTHERWISE, E°
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EPC6Z
Q
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MEMBER AT
TOP AND
�,
2.o
MEMBER HANGER FACE NAILING CAPACITYQ
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PROVIDE THE FOLLOWING
0 ° ®°,
��
BOTTOM OF
KNEE BRACE
(FLAT ONLY) (Cd = 1.0)
4
AT A MINIMUM:
(5) 16d
°
\s�
BETWEEN
HOEDOWNS
4
S2.
2x10 or 2x12 LUS210 10d COMMON 1335 lb
�'
� 2x6 RAIL CAP, AND 2x4 Ezo
® ° ®
°®°
\
o
TOP AND BOTTOM RAILS,
0 6x6 (PT)
KNEE
7
AT HOLDOWN
2'-0ncxn�
WITH A MAXIMUM SPAN
0BRACE
52.1
MAX.
9126122
OF 6'-0"oc, ATTACH EACH
WITH (2) N0. 8 WOOD
BLOCK ONE BAY FULL
DEPTH WITH (2) 2x
\ '�
POST PER
PLAN
¢
3
Project Contact
Todd Fisher
SCREWS EACH END (MIN.)
(AT JOISTS PARALLEL
p��,
6x12 (PT) (FB)
,�,�
�
tel her@ha206 413 6671
tfisher@harriottvalentine.com
CONDITION, SHOWN)
����P
11
3 AT HOLDOWN 3
AT nvLuvrrly
* 2x2 PICKETS @ 4"oc, ATTACH
OR PROVIDE 2x BACKER
30
3 0
2.0 2.0
EACH WITH (1) NO. 8 WOOD
16" LONG (AT JOISTS
2'-0' 10
Designer
SCREW TOP AND BOTTOM
PERPENDICULAR CONDITION,
X
MAX.
3.o
Aaron Dupont
akd.archdesign@gmail.com
SIMILAR)
k S2
206 348 4483
END —OF —BEAM
KNEE
BRACE
6
`V
X
2x12 PT
@16oc
Project
1-1/2" = 1 ' — 0"
3
3 /43' = 1
' — 0"
S2.1
Cooper Deck
EX. 8" CONC. WALL
1125 Olympic Ave.
CONTRACTOR TO FIELD —VERIFY
Edmonds, WA 98020
3
AND REPORT TO STRUCTURAL
S2.
ENGINEER OF RECORD PRIOR
TO CONSTRUCTION
Issue Date Issue Description
9/23/22 Permit
EX. MASONRY
SEE 6/S2.1
FOR CALLOUTS
IN COMMON
AC6Z
BLVZ (BRICK VENEER
LEDGER CONNECTOR)
CONTINUOUS FLASHING
@ 12" oc 12" MAXIMUM
El
WITH DRIP EDGE (COORD.
° °
DISTANCE FROM ENDS OF
WITH ARCHITECTURAL)
.
LEDGER
771
Building Department Approval
0
0
0
0
1 DECK
FRAMING
PLAN
EX. JOISTS (MUST BE
0 0
s2.1 scale: 1/4" _ 1'-0"
PERPENDICULAR TO RIM)
\S�
DECK JOISTS PER
PLAN WITH HANGERS
Drawing Title
PER SCHEDULE
DECK FRAMING PLAN
SYM.
LEDGER PER PLAN
Drawing Number
BLVZ — INTERIOR JOISTS
PERPENDICULAR
MIDDLE —OF —DECK
KNEE BRACE
S2ml
), ,
1-1 /2 = 1 —0
4
3/4 = 1
—0
REST
Oct 27 2
CITY OF EDM(
DEVELOPMENT S
DEPARTME
Y
0
w
N0
N
w
12
0
0
HVE
Harriott Valentine Engineers Inc.
1932 First Avenue, Suite 720
Seattle, Washington 98101-2447
tel 206 624 4760 fax 206 447 6971
www.harriottvalentine.com
3/4" = 1'-0"
1
3/4" =
1'-0"
2
3/4" = 1'-0"
3
3/4" = 1'-0"
4
29049 c�
�cxn�
9126122
Project Contact
Todd Fisher
tel 206 413 6671
tfisher@harriottvalentine.com
Designer
Aaron Dupont
akd.archdesign@gmail.com
206 348 4483
3/4" = 1'-0"
5
3/4" =
1'-0"
6
3/4" = 1'-0"
7
3/4" = 1'-0"
QProject
Cooper Deck
1125 Olympic Ave.
Edmonds, WA 98020
Issue Date Issue Description
9/23/22 Permit
SECTION
ELEVATION
BEAM PER PLAN
L-T\„
54„f
2
Ili"
(2) 1/2"0
BOLTS
NOTCH BOTTOM
OF BEAM AT
INTERSECTION
7 Tr
COUNTERSINK TOP OF
BEAM (2) LOCATIONS
(2) 2 /2" PLATE WASHERS
JOISTS PER PLAN—\
(BEYOND)
BEAM PER PLAN
Building Department Approval
L4x4x'/4
0 o
II II
II II
5„ (2) BENT PL 1/4"
DAP END OF 6x12 BEAM
FOR BEARING /4"± AS
DAP END OF 6x12 BEAM FOR
a
(4)/$"0 BOLTS
U' °
EQUIRED
BEARING 1/4"± AS REQUIRED
d
�� i2" 32" 32„ MIN. �BOLT
(2) A35 — (1) EACH
A35
5/8"0 x 6"
TITEN HD
(STAINLESS STEEL)
a
d � TITEN
�
= � CONC. WALL
BEAM PER PLAN
(HANGS FROM BEAM
TO END OF DROP
sz„ BEAM
SIDE OF BEAM
\ \�� —DROPPED BEAM PER PLAN
Drawing Title
STRUCTURAL DETAILS
ad
EX. CONC.
WALL
RUNNING AGAINST
EX. MASONRY
EXT. WALL AT HOUSE)
Drawing Number
3/4„ = 1 —0
9
3/4 =
"
1 —0
1 \
),
3/4 = 1 —0 11
3/4 = 1 —0" 12
SIO
REST
Oct 27 2
CITY OF EDM(
DEVELOPMENT S
DEPARTME
Y
w
w
IZ
0
U