APPROVED BLD BLD2021-1510+Architectural_Plan+11.4.2021_12.26.05_PM+2502742La out Page Table
Label
Title
1
SUMMARY
2
PROPOSED/EXISTING FLOOR PLAN
3
1ST FLOOR CEILING FRAMING EXISTING / PROPOSED
4
FLOOR FRAMING / FOUNDATION
5
3D RENDERINGS
S1.0
GENERAL STRUCTURAL NOTES
S1.1
MAIN FLOOR & FOUNDATION PLAN
S1.2
2ND FLOOR FRAMING PLAN
S1.3
ROOF FRAMING PLAN
S3.0
STRUCTURAL DETAILS
REVISIONS
Number Date Revised By Description
OBTAIN ELECTRICAL
PERMIT FROM
STATE LABOR &
INDUSTRIES
APPROVED
PLANS MUST BE
ON JOB SITE
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
NO PLUMBING PERMIT HAS BEEN APPLIED
AND OR ISSUED FOR THIS PROJECT. SHOULD
PLUMBING WORK BE PART OF THIS PROJECT
A PLUMBING PERMIT WILL BE REQUIRED
City Of Edmonds
Building Department
-------------
Work
INTERIOR REMODEL
-------------------
Address:
------------------------
9024 191 ST PL SW
------------------
------------------
Owner
-----------------
- ---------------
NICHOLS/ZANIS
Approved Date
11 /18/2021
Building Official : W. W pfia.sc
Permit Number
BLD2021-1510
3D VIEWS ARE NOT TO
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PROJECT. RENDER VIEWS
ARE REPRESENTATIONS OF
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DATE:
11 /4/2021
SCALE:
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SHEET #:
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NO PLUMBING PERMIT HAS BEEN APPLIED
AND OR ISSUED FOR THIS PROJECT. SHOULD
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A PLUMBING PERMIT WILL BE REQUIRED
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REVISIONS
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2ND STORY EXI5TING FLOOR PLAN (NO CHANGE)
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3D VIEWS ARE NOT TO
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PROJECT. RENDER VIEWS
ARE REPRESENTATIONS OF
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SCALE:
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SHEET #:
2
REVISIONS 3D VIEWS ARE NOT TO
SCALE AND MAY NOT
Number Date Revised By-- Description REFLECT EXACTLY WHAT IS
AVAILABLE FOR THE
PROJECT. RENDER VIEWS
ARE REPRESENTATIONS OF
WHAT THE VIEW COULD
LOOK LIKE, NOT WHAT IT
WILL LOOK LIKE.
2D VIEWS ALWAYS
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Nov 04 2021
CITY OF EDMONDS SHEET #:
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Number Date Revised B Description REFLECT EXACTLY WHAT IS
AVAILABLE FOR THE
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DRAWN BY:
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DATE:
11 /4/2021
SCALE:
1 /4" = 1 ' 0"
SHEET #:
5
CRITERIA
1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, THE
2018 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC)
3. DESIGN LOADING CRITERIA
FLOOR LIVE LOAD 40 PSF
4. LATERAL LOADS ARE TRANSFERRED BY THE ROOF AND FLOOR DIAPHRAGMS TO THE SHEAR WALLS. FORCES ARE BASED ON
THE TRIBUTARY AREA FOR EACH SHEAR WALL AND ARE CARRIED BY THE SHEAR WALLS TO THE FOUNDATION.
5. 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.
6. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY
WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND
MUST BE VERIFIED.
7. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL
CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS.
8. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR
PROCEDURES REQUIRED TO PERFORM THEIR 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 CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO
INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, CONTRACTORS,
OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE.
9. 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.
10. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY
INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED,
SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. WHERE INFORMATION ON THE
DRAWINGS IS IN CONFLICT WITH THE SPECIFICATIONS, THE MORE STRINGENT SHALL APPLY, SUBJECT TO REVIEW AND
APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. DO NOT SCALE THE DRAWINGS.
11. ALL STRUCTURAL SYSTEMS WHICH ARE COMPOSED OF FIELD ERECTED COMPONENTS SHALL BE SUPERVISED BY THE
SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS
PREPARED BY THE SUPPLIER.
12. SHOP DRAWINGS STRUCTURAL STEEL AND CONNECTOR PLATE WOOD ROOF TRUSSES SHALL BE SUBMITTED TO THE
ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS.
13. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, AND THEREFORE
MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY
ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS,
TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS
INCIDENTAL THERETO. A MINIMUM OF TWO WEEKS SHALL BE ALLOWED FOR REVIEW.
GEOTECHNICAL
14. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND THEREFORE MUST BE
VERIFIED IN THE FIELD. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER FOR
POSSIBLE FOUNDATION REDESIGN.
FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH (CONTROLLED, COMPACTED STRUCTURAL FILL OR BOTH) AT LEAST 18"
BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM
AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE
FIELD. UNLESS OTHERWISE NOTED, FOOTINGS SHALL BE CENTERED UNDER COLUMNS OR WALLS ABOVE.
BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE.
THE STRUCTURAL DESIGN IS BASED ON THE FOLLOWING ASSUMED VALUES:
ALLOWABLE SOIL PRESSURE 1,500 PSF
LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) 55 PCF/35 PCF
SEISMIC SURCHARGE PRESSURE (RESTRAINED/UNRESTRAINED) 8H PSF/5H PSF
PASSIVE SOIL PRESSURE 350 PCF
SOIL COEFFICIENT OF FRICTION 0.35
SOIL DENSITY 120 PCF
GENERAL STRUCTURAL NOTES
(The following apply unless shown otherwise on the plans)
RENOVATION
15. DEMOLITION: 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.
16. CHECK FOR DRYROT AT ALL EXTERIOR WALLS, EXISTING TOILET ROOM FLOORS AND WALLS, AREAS SHOWING WATER STAINS,
AND ALL WOOD MEMBERS IN BASEMENT AND CRAWL SPACES. ALL ROT SHALL BE REMOVED AND DAMAGED MEMBERS SHALL
BE REPLACED OR REPAIRED AS DIRECTED BY THE STRUCTURAL ENGINEER OR ARCHITECT.
17. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH ACI 301. CONSTRUCTION
TOLERANCES SHALL NOT EXCEED THOSE LISTED IN ACI 117. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE AS
FOLLOWS:
TYPE
OF CONSTRUCTION
A. FOOTINGS,
SLABS -ON -GRADE,
TOPPING SLABS
28 DAY MAXIMUM
STRENGTH (fc) SLUMP
2,500 PSI 5"
MIN. CEMENT CONTENT MAX.
PER CUBIC YARD AGGREGATE SIZE
5-1/2 SACKS 1 1 /4"
MIXES SHALL BE PROPORTIONED SO AS NOT TO EXCEED THE MAXIMUM SLUMPS INDICATED (BEFORE THE ADDITION OF
ADMIXTURES). THE WATER/CEMENT RATIO SHALL NOT EXCEED 0.55 FOR FOOTINGS AND 0.45 FOR ALL SLABS AND EXPOSED
CONCRETE.
THE MINIMUM AMOUNT OF CEMENT AND THE MAXIMUM SLUMP 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 CONCRETE. (THE W/C RATIO LIMITS STILL APPLY). THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT,
CEMENTITIOUS MATERIAL, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER/CEMENT RATIO,
SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 301. CHEMICAL ADMIXTURES AND
FLY ASH SHALL CONFORM TO ASTM C494 AND C618 RESPECTIVELY. FLY ASH PERCENTAGE OF TOTAL CEMENTITIOUS
MATERIAL SHALL NOT EXCEED 20%. THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF
WHICH SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD
INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY TO CONTRACT DOCUMENTS. CONTRACTOR
MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE.
CONCRETE MAY BE PLACED BY THE "SHOTCRETE" METHOD, PROVIDED THE APPROVALS, TESTS, AND INSPECTIONS REQUIRED
BY THE BUILDING DEPARTMENT ARE OBTAINED. SHOTCRETE MATERIALS, EQUIPMENT, PROCEDURES, PROPORTIONS,
BATCHING AND MIXING AND PLACEMENT SHALL BE IN ACCORDANCE WITH ACI 506R, ACI 506.2 AND IBC SECTION 1908.
SHOTCRETE AGGREGATE SIZE SHALL NOT EXCEED 3/8".
THE "SHOTCRETE" METHOD SHALL NOT BE USED WITHOUT MAKING SPECIAL ARRANGEMENTS THROUGH OWNER AND
ENGINEER UNLESS STRUCTURAL DRAWINGS ARE SPECIFICALLY DETAILED TO ACCOMMODATE SHOTCRETING.
18. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, fy = 60,000 PSI. EXCEPTIONS:
ANY BARS SPECIFICALLY SO NOTED ON THE DRAWINGS AS GRADE 40 SHALL HAVE fy = 40,000 PSI. GRADE 60 REINFORCING
STEEL INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING STEEL COMPLYING WITH
ASTM A615 (S1) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING
PROCEDURES SPECIFIED IN A.W.S. D1.4 ARE SUBMITTED.
LONGITUDINAL REINFORCING STEEL IN DUCTILE FRAME MEMBERS AND IN SHEAR WALL BOUNDARY MEMBERS SHALL COMPLY
WITH ASTM A706. ASTM A615 GRADE 60 REINFORCING STEEL IS ALLOWED IN THESE MEMBERS IF (A) THE ACTUAL YIELD
STRENGTH BASED ON MILL TESTS DOES NOT EXCEED THE SPECIFIED YIELD STRENGTH BY MORE THAN 18,000 PSI (RETESTS
SHALL NOT EXCEED THIS VALUE BY MORE THAN AN ADDITIONAL 3,000 PSI) AND (B) THE RATIO OF THE ACTUAL ULTIMATE
TENSILE STRESS TO THE ACTUAL TENSILE YIELD STRENGTH IS NOT LESS THAN 1.25.
WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT
SIDES AND ENDS.
19. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 315 AND 318. LAP ALL
CONTINUOUS REINFORCEMENT #5 AND SMALLER 60 BAR DIAMETERS, 2'-0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND
FOOTING INTERSECTIONS. LAP CORNER BARS #5 AND SMALLER 60 BAR DIAMETERS OR 2'-0" MINIMUM. LAPS OF LARGER BARS
SHALL BE MADE IN ACCORDANCE WITH ACI 318, CLASS B. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT
SIDES AND ENDS. PROVIDE (2) #5 MIN. U.N.O. TRIM BARS AROUND ALL OPENINGS IN CONCRETE WALLS OR SLABS EXTENDING
2'-6" PAST CORNERS, TYPICAL.
NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR
APPROVED BY THE STRUCTURAL ENGINEER. NO REINFORCING BARS SHALL BE "WET -SET" INTO THE CONCRETE. PROVIDE A 20,
LONG REBAR GROUND (UFER GROUND) PER ELECTRICIAN.
20. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS:
FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST EARTH 3"
FORMED SURFACES EXPOSED TO EARTH (i.e. WALLS BELOW GROUND) OR WEATHER
(#6 BARS OR LARGER) 2"
(#5 BARS OR SMALLER) 1-1 /2"
COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1-1/2"
SLABS AND WALLS (INTERIOR FACE) GREATER OF (BAR DIAMETER PLUS 1/8") OR 3/4"
21. CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND
WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS
MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES,
CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES, BOTH
CAST -IN -PLACE AND PRECAST.
WOOD
26. FRAMING LUMBER: SHALL BE KILN DRIED OR MC-19 (MOISTURE CONTENT LESS THAN 19%), AND GRADED AND MARKED IN
CONFORMANCE WITH W.C.L.I.B. STANDARD NO. 17 GRADING RULES FOR WEST COAST LUMBER. FURNISH TO THE FOLLOWING
MINIMUM STANDARDS:
JOISTS (2X, AND 4X MEMBERS) DOUGLAS FIR OR HEM -FIR NO.2
BEAMS AND STRINGERS (INCLUDING 6 X AND LARGER MEMBERS) DOUGLAS FIR NO. 1
POSTS AND TIMBERS DOUGLAS FIR NO. 1
STUDS, PLATES & MISCELLANEOUS LIGHT FRAMING DOUGLAS FIR OR HEM -FIR NO.2
(AS NOTED ON PLANS / DETAILS)
27. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM D3737 AND ANSI A190.1. EACH MEMBER
SHALL BEAR AN A.I.T.C. IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN A.I.T.C. CERTIFICATE OF CONFORMANCE.
CERTIFICATES OF CONFORMANCE MUST BE MADE AVAILABLE TO BUILDING INSPECTORS. ALL SIMPLE SPAN BEAMS SHALL BE
DOUGLAS FIR COMBINATION 24F-V4, Fb = 2,400 PSI, Fv = 240 PSI, E = 1,800 KSI. ALL CONTINUOUS BEAMS SHALL BE DOUGLAS
FIR COMBINATION 24F-V8, Fb = 2,400 PSI, Fv = 240 PSI, E = 1,800 KSI. CAMBER ALL SIMPLE SPAN GLULAM BEAMS TO 5,000'
RADIUS UNLESS SHOWN OTHERWISE ON THE PLANS.
28. WOOD SHEATHING SHALL BE APA RATED, EXTERIOR GLUE; EXPOSURE 1, IN CONFORMANCE WITH THE REQUIREMENTS FOR
THEIR TYPE IN DOC PS-1 OR PS-2. SEE PLANS FOR THICKNESS, PANEL IDENTIFICATION INDEX AND NAILING REQUIREMENTS.
UNLESS OTHERWISE NOTED ON THE PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH FACE GRAIN
PERPENDICULAR TO SUPPORTS. 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 FLOOR AND ROOF
SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH (2) 10d-F NAILS AT EACH END, UNLESS OTHERWISE NOTED. AT BLOCKED
FLOOR AND ROOF DIAPHRAGMS PROVIDE FLAT 2X BLOCKING AT ALL UNFRAMED PANEL EDGES AND NAIL WITH EDGE NAILING
SPACED PER PLANS. WHERE NOT NOTED OTHERWISE, NAIL PANEL EDGES WITH 8d NAILS @ 6" O.C. EDGES, 12" O.C. IN THE
FIELD.
29. ALL WOOD EXPOSED TO WEATHER, OR BEARING ON UNPROTECTED CONCRETE OR MASONRY BELOW GRADE, OR BEARING ON
UNPROTECTED CONCRETE OR MASONRY LESS THAN 8" FROM EXPOSED EARTH SHALL BE PRESSURE -TREATED, U.O.N.
PRESSURE TREATMENT SHALL BE WITH AN APPROVED PRESERVATIVE AND BRANDED WITH A QUALITY CONTROL AGENCY
MARK BY THE AMERICAN WOOD PRESERVERS BUREAU OR EQUAL. ALL METAL HARDWARE IN CONTACT WITH TREATED WOOD
SHALL BE PROTECTED WITH A G185 GALVANIZED COATING (ZMAX) OR BETTER. ALL NAILS IN TREATED WOOD SHALL BE
HOT -DIP GALVANIZED OR BETTER. PROVIDE 2 LAYERS OF 30# ASPHALT IMPREGNATED BUILDING PAPER BETWEEN
NON -PRESSURE -TREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY.
30. WOOD FRAMING NOTES: THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS:
A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE
IBC. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO IBC TABLE 2304.10.1. 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. TIGHTEN BOLTS AND LAG SCREWS SNUGLY
AGAINST WOOD FRAMING AFTER WOOD HAS REACHED SPECIFIED MOISTURE CONTENT.
B. WALL FRAMING: ALL BEARING AND SHEAR WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2 x 4 STUDS @ 16" O.C.
AT INTERIOR WALLS AND 2 x 6 @ 16" O.C. AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END
OF ALL BEARING AND SHEAR WALLS AND AT EACH SIDE OF ALL OPENINGS. SOLID BLOCKING FOR WOOD COLUMNS SHALL
BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW.
ALL BEARING STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16d
NAILS AT 8" O.C. STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS WITH 3"x3"x1/4" PLATE
WASHERS @ 4'-0" O.C., UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO
EACH OTHER WITH 10d-F NAILS @ 8" 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 AND GYPSUM SHEATHING ON EXTERIOR SURFACES ATTACHED TO ALL STUDS, TOP AND BOTTOM PLATES AND
BLOCKING WITH SCREWS AT 8" O.C. USE 1-1/4 " W #6 SCREWS FOR 1/2" GWB AND 5/8" GWB WHERE OCCURS. USE 1-1/4" W
#6 GALVANIZED SCREWS FOR 1/2" GWB AND 5/8" EXTERIOR GYPSUM SHEATHING, WHERE OCCURS. VERIFY THE FIRE
ASSEMBLY REQUIREMENTS WHERE APPLICABLE WITH THE ARCHITECT.
RECEIVED
Nov 04 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
HAREZLAK
ENGINEERING
HAREZLAK ENGINEERING
11745 87th Ave. S.
Seattle, WA 98178
PH: 360.224.0627
E: phil@harezlakengineering.com
CONSULTANT STAMP:
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NO. DESCRIPTION DATE
PROJECT NUMBER:
21-064
ISSUE DATE:
11 /02/2021
CURRENT REVISION:
PERMIT
SHEET NAME:
GENERAL
STRUCTURAL
NOTES/SHEET
INDEX
SHEET NUMBER:
S10011
1■
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(E) 2X10 FLOOR J015T5 16" OG
I- - - - - - - - - - - - - - - - - - - - - I
FOUNDATION & FLOOR FRAMING PLAN NOTES:
1. CONTRACTOR TO FIELD VERIFY ALL EXISTING
FRAMING AND DIMENSIONS.
2. (N) CONCRETE AND WOOD FRAMING SPECIFICATIONS
PER GENERAL STRUCTURAL NOTES ON SHEET S1.0.
RECEIVED
Nov 04 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
HAREZLAK
ENGINEERING
HAREZLAK ENGINEERING
11745 87th Ave. S.
Seattle, WA 98178
PH: 360.224.0627
E: phil@harezlakengineering.com
CONSULTANT STAMP:
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REVISIONS:
NO. I DESCRIPTION DATE
PROJECT NUMBER:
21-064
ISSUE DATE:
11/02/2021
CURRENT REVISION:
PERMIT
SHEET NAME:
MAIN FLOOR &
FOUNDATION
PLAN
SHEET NUMBER:
Simi
SEE PL/
EXISTING 2ND FLOOR FRAMING PLAN
FLOOR FRAMING PLAN NOTES:
1. CONTRACTOR TO FIELD VERIFY ALL EXISTING FRAMING AND DIMENSIONS.
2. PRIOR TO WALL REMOVAL, CONTRACTOR TO VERIFY THAT INTERIOR WALLS
ARE NOT SHEATHED WITH PLYWOOD. IF PLYWOOD SHEATHING IS FOUND ON
WALLS, PLEASE CONTACT HAREZLAK ENGINEERING FOR ADDITIONAL REVIEW
AND RETROFIT.
NEW 2ND FLOOR FRAMING PLAN
HAREZLAK
ENGINEERING
HAREZLAK ENGINEERING
11745 87th Ave. S.
Seattle, WA 98178
PH: 360.224.0627
E: phil@harezlakengineering.com
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RECEIVE
Nov 04 S�61ATE:
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DEV€�A499isRrO3,#�) N:
DEPARTMENT
PERMIT
SHEET NAME:
2ND FLOOR
FRAMING
PLAN
SHEET NUMBER:
S1m2
SEE PLAN NOTE 2.
15T FLOOR EXI5TING/PROP05ED FLOOR PLAN
EXISTING ROOF
FRAMING, SEE
PLAN NOTE 1.
P0f)F FROMIIVC.. PI ON KI[)TFS-
1. BASED ON REVIEW OF EXISTING DRAWINGS, ROOF FRAMING CONSISTS OF
PRE-MFR ROOF TRUSSES @ 24" OC. CONTRACTOR TO VERIFY SPACING AND
ROOF FRAMING PRIOR TO CONSTRUCTION. DESIGN ASSUMES THAT
TRUSSES FULL SPAN THE INTERIOR SPACE AND THERE ARE NO INTERIOR
BEARING ELEMENTS.
2. PRIOR TO WALL REMOVAL, CONTRACTOR TO VERIFY THAT INTERIOR
WALLS ARE NOT SHEATHED WITH PLYWOOD. IF PLYWOOD SHEATHING IS
FOUND ON WALLS, PLEASE CONTACT HAREZLAK ENGINEERING FOR
ADDITIONAL REVIEW AND RETROFIT.
3. CONTRACTOR TO FIELD VERIFY ALL EXISTING FRAMING AND DIMENSIONS.
�- - - - - - - - - - - - - - - - - - - - - - - - - - - -
2ND STORY EXI5TIN(5 FLOOR PLAN (NO CHANGE)
�(E) MGG TRUSSES
■
■
HAREZLAK
ENGINEERING
HAREZLAK ENGINEERING
11745 87th Ave. S.
Seattle, WA 98178
PH: 360.224.0627
E: phil@harezlakengineering.com
CONSULTANT STAMP:
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NO. I DESCRIPTION DATE
PROJECT NUMBER:
RECEIVED
Nov 041S�I��F BATE:
CITY OF�E�INT-0G(iNY�p/`G 2021
DEV�'kY�AE��VF N:
PERMIT
SHEET NAME:
ROOF
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PLAN
SHEET NUMBER:
S1m3
(E) 1.75x11-7/8" LVL (N) 2x FULL DEPTH BLKG W/
PLYWOOD SHIM TO
(E) TJI JOISTS PER PLAN INSTALL BC4 POST CAP
LVL/BLKG TO (N) BEAM
BELOW; NAIL BLKG TO LVL
(E) PLYWOOD SHEATHING w/ MIN (4) 16d NAILS
AND NAILING
(N) BC4 POST CAP,
NEW BEAM TO
LVL/BLOCKING
Li ABOVE
(N) DROPPED GLB
PER PLAN
(N) 4x6 POST
(INSTALLED DEPTH
ALONG BEAM
LENGTH) w/ EPC4Z
POST CAP
DETAIL SCALE: NONE
DETAIL SCALE: NONE
2
DETAIL SCALE NONE
3
(N) DROP BEAM TO POST & BEAM CONNECTION SCALE. NONE
4
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(2) 11" LONG SLITS IN
U) cU) FLOOR TO ALLOW FOR
(N) 4x6 POST 0 a CCQ INSTALLATION TO
ABOVE, FASTEN J J BEAM BELOW
INVERTED U U
CCQ44SDS2.5
BASE (N) POST TO
(E) BEAM BELOW (E) 4x8 GIRDER BEAM.
JOISTS FRAMING INTO
GIRDER NOT SHOWN
FOR CLARITY
(E) PLYWOOD
SHEATHING
AND NAILING
(N) HGA10 EA.
SIDE POST TO
BOTTOM OF (E)
GIRDER BEAM
INSTALL (N) 4x4 POST
AND FOOTING PER
12/S3.0 DIRECTLY
BELOW (N) POST ABOVE
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DETAIL SCALE: NONE
5
DETAIL SCALE: NONE
6
DETAIL SCALE: NONE
7
(N) BEAM TO BEAM CONNECTION SCALE: NONE
8
WALL ABOVE, NEW POST PER PLAN
CONTRACTOR TO
VERIFY IF SHEAR
WALL LOCATION
(2) %"O x 4%" SDS TOP
AND BOTTOM (E) PLATE
TO (N) 6x BLOCKING
(E) JOIST WHERE (N) 4x8 BLKG. INSTALLED
OCCURS BETWEEN (E) JOISTS DIRECTLY
BELOW POST ABOVE; FASTEN TO
ADJACENT JOISTS w/ (3)16d
(N) 24" SQ x 10" DP NAILS AS SHOWN
CONC. FTG w/ (3) #4 EW
BOTTOM
11i (N) 4x4 POST w/
i AC4 POST CAP &
ABU44Z POST BASE
I% _ = W =
TO (N) FTG
CONTRACTOR TO
PREPARE SUBGRADE
FOR ADEQUATE AT CONNECTION TO (E) DOUBLE 2x10 GIRDER,
BEARING CONDITIONS PROVIDE 1/2" PLYWOOD SHIM, FOR POST CAP
CONNECTION.
DETAIL SCALE: NONE
9
DETAIL SCALE: NONE
110
DETAIL SCALE: NONE
11
(N) POST THRU FLOOR CONNECTION SCALE: NONE
12
HAREZLAK
ENGINEERING
HAREZLAK ENGINEERING
11745 87th Ave. S.
Seattle, WA 98178
PH: 360.224.0627
E: phil@harezlakengineering.com
CONSULTANT STAMP:
Hq
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DRAWN , z
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REVISIONS:
NO. I DESCRIPTION DATE
PROJECT NUMBER:
RECEIVED
Nov 04 I I�II�II//nn��I ATE:
CITY OF EDMO A212021
DEVEMPI �ON:
PERMIT
SHEET NAME:
STRUCTURAL
DETAILS
SHEET NUMBER:
S3mO