Birkby APPROVED BLD PLN ENG Revised Plan Set-signedGENERAL NOTES:
1.0 GENERAL
THESE STRUCTURAL NOTES SUPPLEMENT THE SPECIFICATIONS, ANY
DISCREPANCY FOUND AMONG THE DRAWINGS, SPECIFICATIONS, THESE NOTES,
AND THE SITE CONDITIONS SHALL BE REPORTED TO THE OWNER, WHO
SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE
CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE
CONTRACTOR'S RISK. THE CONTRACTOR SHALL VERIFY AND COORDINATE THE
DIMENSIONS AMONG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR
FABRICATION. THE CONTRACTOR IS RESPONSIBLE FOR ALL BRACING AND
SHORING DURING CONSTRUCTION.
1.1 CODES
ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE
REQUIREMENTS OF THE CITY OF EDMONDS: 2015 INTERNATIONAL RESIDENTIAL CODE
(IRC), AS AMENDED AND ADOPTED BY THE CITY OF EDMONDS AND THE STATE OF
WASHINGTON± A.G.I. 318, A.I.S.C. 9TH EDITION, AND A.I.T.C. 3RD
EDITION.
1.2 DESIGN CRITERIA
A. LIVE LOADS
ROOF (SNOW) 25 PSF
FLOOR RES 40 PSF
FLOOR DECKS (00 PSF
B. LATERAL LOADS:
WIND DESIGN CRITERIA:
1. BASIC WIND SPEED 85 mph
2. WIND IMPORTANCE, I W = 1.00 (CATEGORY II)
3. WINDOW EXPOSURE 'B'
4. INTERNAL PRESURE COEFFICIENT N/A (SIMPLIFIED WIND LOAD METHOD - 1609.6)
5. COMPONENTS AND CLADDING
ZONE
POSITIVE
PRESSURE
NEGATIVE
PRESSURE
1
11.9 PSF
-133 PSF
2
11.9 PSF
-152 PSF
2 (OVERHANG)
-24.1 PSF
3
11.9 PSF
-152 PSF
3 (OVERHANG)
-24.1 PSF
4
13.0 PSF
-14.1 PSF
5
13.0 PSF
-11A PSF
TOPOGRAPHIC EFFECT FACTOR K =1.0 Tz
SEISMIC DESIGN CRITERIA:
1. SEISMIC IMPORTANCE, le = 1.0 SEISMIC USE GROUP I
2. MAPPED SPECTRAL RESPONSE ACCELARATIONS S 545,
3. SITE CLASS : D
4. SITE RESPONSE COEFFICIENTS: S de = 1.039, S di =545
5. SEISMIC DESIGN CATEGORY: D
6. BASIC SEISMIC -FORGE -RESTING SYSTEM: BEARING WALL SYSTEM
1. DESIGN BASE SHEAR: 182 KPS
8. SEISMIC RESPONSE COEFFIENTS: Cs =0.14
9. RESPONSE MODIFICATION FACTOR: R=65
10. SIMPLIFIED SEISMIC ANALYSIS RPOCEDURE
1.3 SOIL DATA
FOR LOCATIONS SEE SOILS REPORT. SOIL BEARING g CONT. SPREAD
FOOTINGS = 2000 PSF. ALLOW 33-1/3% INCREASE FOR LOADS FROM WIND OR
SEISMIC ORIGIN. EQUIVALENT FLUID ACTIVE PRESSURE AND PASSIVE
PRESSURE ARE 35 PCF AND 300 PCF, RESPECTIVELY.
2.0 SITE WORK
2.1 EXCAVATION
EXCAVATE FOR FOOTINGS DOWN TO DEPTH SHOWN ON DRAWINGS OR TO FIRM
UNDISTURBED MATERIAL. AREAS OVER -EXCAVATED SHALL BE BACKFILLED
WITH LEAN CONCRETE (F'c = 2000 PSI), OR BE STRUCTURALLY FILLED PER
SECTION 22 AND SHALL BE AT THE CONTRACTOR'S EXPENSE.
2.2 BACKFILL AND COMPACTION
BACKFILL SHALL NOT BE PLACED UNTIL AFTER THE REMOVAL OF ALL FORMS,
SCREEDS, OTHER WOOD DEBRIS AND MATERIAL SUBJECT TO ROT OR
CORROSION. USE ONLY MATERIALS APPROVED FOR BACKFILL . IN AREAS
UNDER SLABS OR FOOTINGS, MATERIAL SHOULD BE GRANULAR IN NATURE,
PLACED IN (o-INCH LIFTS AND COMPACTED TO AT LEAST 95% OF MAXIMUM DRY
DENSITY AS DETERMINED BY AASHTO COMPACTION TEST, PROCEDURE T-180.
THE FILL SHOULD BE LIMITED TO CLEAN, GRANULAR MATERIAL.
3.0 CONCRETE 5 SACKS OF CONCRETE PER CUBIC YARD
3.1 GENERAL
ALL CONCRETE SHALL BE HARD ROCK CONCRETE MEETING REQUIREMENTS FOR
"ULTIMATE STRENGTH TYPE CONCRETE", PER ACI 301, "SPECIFICATIONS FOR
STRUCTURAL CONCRETE FOR BUILDING." PROPORTIONING OF INGREDIENTS FOR
EACH CONCRETE MIX SHALL BE BY METHOD 2 OR THE ALTERNATE PROCEDURE
GIVEN IN ACI 301. PLACE CONCRETE PER ACI-304 AND CONFORM TO
ACI-604(306) WINTER CONCRETING AND ACI-605(305) FOR HOT WEATHER
CONCRETING. CONCRETE SHALL BE PLACED TO AVOID SEGREGATION,
HONEYCOMBING OR POCKETS. USE INTERIOR MECHANICAL VIBRATORS WITH
1000 RPM MINIMUM FREQUENCY. DO NOT OVER -VIBRATE. CONCRETE SHALL
BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR CONTROL JOINTS.
PROTECT ALL FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND
EXCESSIVE HOT OR COLD TEMPERATURES FOR SEVEN DAYS AFTER POURING.
PROVIDE ENGINEER WITH PROPOSED CONSTRUCTION OR CONTROL JOINT
LOCATIONS FOR HIS APPROVAL, OR USE JOINTS AS SHOWN ON THE DRAWINGS.
ALL TIES AND ANCHORS SHALL BE CUT OFF FLUSH WITH THE SURFACE±
SURFACES WHERE EXPOSED SHALL BE SMOOTH AND FREE FROM
IRREGULARITIES.
3.2 STRENGTH
TWENTY-EIGHT DAY COMPRESSIVE STRENGTHS SHALL BE:
SLABS ON GRADE : 2000 PSI± MAX SLUMP 3" (UNSUPERVISED)
FOOTING 4 WALLS: 2000 PSI± MAX SLUMP 4" (UNSUPERVISED)
THESE SLUMPS MAY BE INCREASED IF A PROPER ADDITION OF POZZOLITH
IS ADDED TO ALLOW HIGHER SLUMP AND GREATER WORKABILITY WITHOUT
CHANGING THE WATER CONTENT OF THE ORIGINAL MIX DESIGN.
PROPORTION MIX ACCORDING TO IRC 1904.
3.3 MATERIAL: MATERIAL: CEMENT, WATER 4 AGGREGATES PER ACI 301
A. CEMENT MUST CONFORM TO ASTM 150, TYPE I OR TYPE II. ENGINEER'S
APPROVAL IS REQUIRED FOR USE OF TYPE III CEMENT.
B. WATER TO BE CLEAN AND POTABLE.
C. COARSE AND FINE AGGREGATES TO CONFORM TO ASTM-C33.
3.4 MATERIALS
A. WATER REDUCING ADMIXTURES: MUST CONFORM TO A5TM-C494, POZZOLITH
344N, POZZOLITH IOOXR, OR POZOLITH 122HE. POZZOLITH SHALL BE
INCORPORATED INTO ALL CONCRETE IN EXACT ACCORDANCE WITH THE
MANUFACTURER'S INSTRUCTIONS "SYNERGIZED PERFORMANCE SYSTEMS"
CONCRETE USING POZZOLITH ADMIXTURES TO PRODUCE PLOWABLE
CONCRETE MAY BE USED WITH THE ENGINEER'S APPROVAL. ADMIXTURES
AND DOSAGES WILL VARY DEPENDING ON CLIMATIC CONDITIONS AND THE
CONTRACTOR'S J0551TE REQUIREMENTS. MAXIMUM SLUMP FOR
"SYNERGIZED PERFORMANCE SYSTEMS" CONCRETE SHALL NOT EXCEED 8"
USE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
B. AIR ENTRAINMENT: CONFORM TO A5TM-C260 AND A5TM-C494, M5-AE-10
BY MASTER BUILDER ENTRAIN 5% +/- 1% AIR BY VOLUME IN ALL
EXPOSED CONCRETE.
C. OTHER ADMIXTURE: NO OTHER ADMIXTURES PERMITTED UNLESS PRIOR
APPROVAL IS GIVEN BY THE ENGINEER
3.5 REINFORCING STEEL
DETAIL, FABRICATE AND PLACE PER ACI-315 AND ACI-318. SUPPORT
REINFORCEMENT WITH APPROVED CHAIRS, SPACERS, OR TIES.
A. STEEL REINFORCEMENT SHALL BE NEW, DEFORMED BILLET STEEL,
MEETING ASTM 4615, GRADE 60 FOR 05 AND LARGER
BARS, EXCEPT AS NOTED GRADE 40 FOR 04 AND SMALLER BARS. SHOP
DRAWINGS SHALL BE MARKED ACCORDINGLY AND SUBMITTED TO THE
ENGINEER FOR REVIEW PRIOR TO FABRICATION. GRADE 60 REBARS
SHALL NOT BE BENT IN FIELD AFTER PLACING.
B. REINFORCEMENT IN ALL WALLS, SLABS, AND FOOTINGS SHALL BE
CONTINUOUS AROUND CORNERS OR CORNER BARS PROVIDED, BOTH
VERTICAL AND HORIZONTAL.
C. LAPS: ALL TENSION SPLICES ARE ACCORDING TO ACI 310-09, CLASS B
AND ALL COMPRESSION SPLICES ARE 30 DIAMETERS, UNLESS NOTED
OTHERWISE.
D. TRIM REINFORCING: AROUND ALL OPENINGS SHALL BE A MINIMUM 1-*5
TOP AND BOTTOM, EXTENDING T-6" BEYOND OPENING AT EACH COMER
SEE TYPICAL DETAILS.
E. WELDING: TACK WELDING OF REBAR IS NOT PERMITTED UNLESS CALLED
F. MINIMUM REINFORCING: WHERE REINFORCEMENT IS NOT SHOWN ON
DRAWINGS, THE "BUILDING CODE REQUIREMENTS FOR REINFORCED
CONCRETE" (ACI 318-89) SHALL BE REFERRED TO FOR PROPER
REINFORCEMENT.
G. REBAR COVER: PROVIDE CONCRETE PROTECTION FOR REINFORCEMENT AS
FOLLOWS:
3" CONCRETE DEPOSITED AGAINST EARTH
2" CONCRETE DEPOSITED AGAINST FORMS BUT EXPOSED TO EARTH
1-1/2" TO TIES IN COLUMNS, AND TIED REBAR IN WALLS
1-1/2" FOR BARS IN SLABS ON GROUND
3/4" INTERIOR FACE OF WALLS
H. WELDED WIRE FABRIC: ASTM-A185 AND ASTM-A82
J. MINIMUM STEEL REQUIREMENTS FOR CONCRETE WALL USING #4 REBAR
HEIGHT VERTICAL HORIZONTAL
0'-0 18" O.C. 18" O.G.
6'-9' 16" O.C. 10" O.G.
3.6 FOUNDATION ANCHOR BOLTS
5/8" STEEL BOLTS, WITH 1" MIN. EMBEDMENT INTO CONCRETE. PROVIDE A MIN.
OF (2) BOLTS PER SILL PLATE. ANCHOR BOLTS SHALL BE PLACED AT 12" O.C.
FOR ONE STORY, 48" O.G. FOR TWO STORY RESIDENCES AND REFER TO
LATERAL ENGINEERING FOR THREE STORY RESIDENCES. ADDITIONALLY, ONE
BOLT MUST BE NO LESS THAN 1" FROM EACH END OF EACH INDIVIDUAL SILL PLATE.
ANCHOR BOLT WASHERS MUST BE A MINUMUM OF 3"x3" (SQUARE) x 3/16" (THICKNESS)
4.0 CARPENTRY
4.1 ROUGH CARPENTRY
ALL 2x FRAMING LUMBER SHALL BE STUD GRADE DOUG-FIR FOR STUDS AND
STANDARD OR BETTER FOR PLATES OR AS SHOWN ON THE DRAWINGS OR BELOW.
ALL 2" LUMBER SHALL BE KILN DRIED (KD) OR SURFACE DRIED (SD). EACH
PIECE OF LUMBER SHALL BEAR THE STAMP OF THE WEST COAST LUMBER
INSPECTION BUREAU SHOWING GRADE MARK OR APPROVED EQUAL. OTHER
MATERIALS AS SHOWN BELOW
2x 4 3x STUDS - STUD GRADE DOUG-FIR
2x JOISTS - 01 DOUG-FIR
4 x 4 4 4 x 6 COLUMNS - *1 DOUGLAS FIR
6x HEADERS - *1 DOUGLAS FIR
4x HEADERS - *2 DOUGLAS FIR
ALL EXPOSED MATERIALS OR MATERIAL IN CONTACT WITH CONCRETE
SHALL BE PRESSURE TREATED.
4.3 CARPENTRY HARDWARE
A. BOLTS SHALL BE ASTM A-301.
B. WASHERS SHALL BE MALLEABLE IRON WASHERS(MIN).
C. NAILS SHALL BE COMMON, AMERICAN OR CANADIAN MANUFACTURER ONLY.
D. LAG SCREWS, SHEAR PLATES - SEE NATIONAL DESIGN SPECIFICATION.
E. ANCHORS AND CONNECTORS SHALL BE SIMPSON, TECO, BOWMAN OR OTHER
IC50 APPROVED.
F. PROTECTION HARDWARE EXPOSED TO WEATHER OR TO VIEW OR IN
UNHEATED PORTION OF BUILDING SHALL BE GALVANIZED.
4.4 MINIMUM NAILING - PER 2015 IRC
4.5 GLUE -LAMINATED TIMBER
ALL STRUCTURAL GLUE -LAMINATED TIMBER, MATERIALS, MANUFACTURE AND
QUALITY CONTROL SHALL BE IN CONFORMANCE WITH VOLUNTARY PRODUCT
STANDARD 10.6.56 "STRUCTURAL GLUED LAMINATED TIMBER", AND ALL
MEMBERS SHALL BE MARKED WITH A QUALITY MARK THEREOF. ALL PLIES
SHALL BE DOUGLAS FIR COAST REGION. CAMBERS ARE AS SHOWN ON THE
DRAWINGS. ALL MEMBERS SHALL BE EITHER COMBINATION 24F-V4 (SIMPLE
SPAN) OR 24F-V8 (CANTILEVERED OR CONTINUOUS SPAN) AS APPLICABLE.
ALL MEMBERS SHALL BE INDUSTRIAL APPEARANCE AND SHALL BE GLUED WITH
WATERPROOF ADHESIVE PER PS. 56. ARCHES SHALL BE COMBINATION
24F-VS AND HAVE EXTERIOR GLUE, ARCHITECTURAL GRADE.
5.0 MISCELLANEOUS
VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO PROCEEDING. PROVIDE
ERECTION BRACING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFNESS
ARE INSTALLED. REFER TO ARCHITECTURAL PLANS FOR WALL OPENING,
ARCHITECTURAL TREATMENT AND DIMENSIONS NOT SHOWN. REFER TO
MECHANICAL AND ELECTRICAL PLANS FOR SIZE AND LOCATION OF ALL
OPENINGS FOR DUCTS, PIPES, CONDUITS, ETC., NOT SHOWN.
6.0 TABLE OF AREAS
LIVING AREA 4543 SQUARE FEET EXISTING
LIVING AREA 211 SQUARE FEET PROPOSED
LIVING AREA 454 SQUARE FEET TOTAL
NEW GARAGE 250 SQUARE FEET
NEW DECK 1008 SQUARE FEET
7.0 ENERGY WINDOWS 30 'U' VALUE
DOORS 20 'U' VALUE
2015 WASHINGTON STATE ENERGY CODE
CREDIT:5a: ALL SHOWER HEADS AND KITCHEN FAUCETS SHALL
BE RATED AT 1.15 GPM OR LESS, AND ALL OTHER
FAUCETS SHALL BE RATED AT 1.0 GPM OR LESS.
EXISTING MEDIUM GAS FURNACE 15K BTUH
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
APPROVED
PLANS MUST BE
ON JOB SITE
Applicant shall repair/replace all
damage to utilities or frontage
improvements in City right-of-way
per city standards that is caused or
occurs during the permitted project.
OWNER/CONTRACTOR IS RESPONSIBLE FOR
EROSION CONTROL AND DRAINAGE
OWNER/CONTRACTOR RESPONSIBLE FOR LOCATING
ALL ON SITE UTILITIES. RELOCATION/REVISION TO ANY
UTILITIES MAY REQUIRE A SEPERATE PERMIT.
ENGINEERING DIVISION
APPROVED AS NOTED
N Gr i g g s 08/04/2020
DEG IOUS i I
+68" �IHIGH
/ REM VE
EXIS�I I
ING
DEC _ - - I
I
Lot Coverage Calc,;
EXISTING BUILDING FOOTPRINT 3,805 SQFT.
NEW FOOTPRINT 353 SQFT.
EXISTING DECK TO BE REMOVED -80 SQ.FT.
TOTAL BUILDINGS FOOTPRINT 4,018 SQFT.
LOT ARE 28,634 SQ.FT.
7RI:IENrAGE 0.142
Impervious Ca ,;
EXIST( SIDENCE R OF 341 SQ
I NG CO O H
110 SQFT.
E ADDITION
§��<15TING
1W SQFT.
HOT TUB
25 SQ.FT.
EXISTING DRIVEWAY
4035 SQFT.
TOTAL IMPERVIOUS
8,301 SQFT.
T AREA
28034 SQFT.
PERCENTAGE
0.29 -
Tax AccouWNumber: 2-1032400212400
Zoning R 12
ite
SCALE: P=10'-0"
5S
Plan
/-\UU UUI 1
A
92
2613.93'
Height Calc,;
A:
106'
B:
106'
C:
109'
D:
109'
TOTAL = 430.00'
AVERAGE GRADE = 101.50
ACTUAL HEIGHT: 131.83 (EXISTING)
ALLOWED HEIGHT: 132.50'
02 252.24'
PAVED
City Of
Edmonds
Building
Department
Work Alteration
Address 839 Cary RD
Owner Birkby
Approved Date 7-30-2020
Building Official r=1,i c,
Permit Number
BLD2020-0474
APPROVED BY PLANNING
i,
Aug 04 2020
--------------
1-2
Zone ;__-RS_
Corner
Flag
Setbacks:
Required
Proposed
Front
----
E 25
-----------
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Sides
-----------�
N/S 10/10
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Rear
25
W -------------
-----------
28.5
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--------- __;
----
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25
24.33
Height•-----------
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DRAWN DGW
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LATEST REV. : 07/14/20
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POWDER
NUTONE QT-50 62
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SOURCE SPECIFIC
FAN
SCHEDULE
NO SCALE
BORED HOLES -MAXIMUM SIZE IN HOLEkO%
OF WIDTH
2x4-2.1" (2-1/8") DIA. HOLE
2x6-3.3" C3-5/16") DIA. HOLE
NOTCHES -MAXIMUM DEPTH, 409-
OF
WIDTH.
2x4-1.4" (1-3/16") DEEP NOTCH
2x6-22" (2-3/16") DEEP NOTCH
5/6" MIN.
EDGE
DISTANCE
STUD
PORTION OF STUD REMAINING AT NOTCHES OR HOLES
SHALL BE SOUND WOOD WITHOUT EXCESSIVE STRENGTH -REDUCING
PROPERTIES SUCH AS KNOTS, SPLITS, EXCESSIVE SLOPE OF
GRAIN, ETC.
INTERIOR NONBEARING WALLS
STUD PENETRATION
NO SCALE
BORED HOLES -MAXIMUM SIZE HOLE,
OF WIDTH
2x4-1.4" C1-3/8") DIA. HOLE
2x6-22" (2-3/16") DIA. HOLE
BORED HOLES IN DOUBLE STUDS -MA
SIZE IN HOLE IN DOUBLE STUDS 60%
WIDTH. NO MORE THAN TWO ADJOININC
DOUBLE STUDS TO BE BORED.
2x4-1.4" C1-3/8") DIA. HOLE
2x6-22 (2-3/16) DIA. HOLE
NOTCHES -MAXIMUM DEPTH, 25% OF WI
2x4-.8-1" (1/6") DEEP NOTCH
2x6-1.3-1" (1-3/0") DEEP NOTCH
WIDTH
5/8" MIN.
EDGE
DISTANCE
STUD
EXTERIOR WALLS AND BEARING WALLS
3)STUD PENETRATION
NO SCALE
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2x SOLID BLOCKING (EXCEPT
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PERMITTED
ALSO PERMITTED
STANDARD JOIST
PENETRATION
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EXIST. HOUSE
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COMPOSITION ROOFING OVER 3OL5:
ROOFING FELT (INTERWOVEN) OVER
1/2" APA RATED SHEATHING OVER
2x4 RAFTERS AND CEILING JOISTS
AT 24"O.C. WITH R-49 INSULATION
WIND BAFFLE (P CLR. MIN.)
VENTED BLOCKING
MATCH EXISTING
METAL GUTTER
WITH 1x8 FASCIA
DOUBLE 2x6 TOP PLATE
5/8" GYPSUM WALL BOARD
MATCH EXISTING
SIDING PER ELEVATIONS OVER
15L5. BUILDING PAPER OVER -1/16"
APA RATED SHEATHING OVER
2x6 STUDS AT 16"O.C. WITH
R-21 INSULATION AND 1/2"
GYPSUM WALL BOARD
2x6 SOLE PLATE
2xl0 RIM JOIST
DOUBLE 2x4 TOP PLATE
3/4" T/G APA RATED FLOORING -
OVER 2xl0 HF NO.2 FLOOR
JOISTS AT 16"O.C. WITH 5/8" G.W.B.
2x4 STUDS AT 16 "O.C.
4" CONCRETE SLAB ON
BLACK 6 MIL VAPOR
BARRIER ON 4" OF CLEAN
SAND OR GRAVEL
2x4 PRESSURE TREATED MUD SILL
WITH 5/8" A.B. AT 48" O.G. AND
WITHIN 12" OF ENDS, MIN. 7" EMBED.
(USE 3"x3"xl/4" WASHERS)
EXISTING AND
FINISHED GRADE �4
(1) NO.4 BAR TOP AND
(2) NOA BARS BOTTOM
CONTINUOUS AND NO.4
VERTICAL AT 16"O.C. I`
(ALTER HOOKS)
FOOTINGS TO REST ON FIRM
UNDISTURBED SOIL
WALL SECT.
SCALE = 1/2" = 1'-0"
EXISTING ROOF STRUCTURE
DOUBLE 2x6 TOP PLATE -
WITH HI CLIP, EACH TRUSS
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BUILDING PAPER OVER -1/16" APA
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AND 1/2" GYPSUM WALL BOARD AT
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2x6 SOLE PLATE
MATCH EXISTING RIM JOIST
2x6 PRESSURE TREATED MUD SILL
WITH 1/2" RND. x 10" ANCHOR BOLTS
AT 48" O.G. AND WITHIN 12" OF
ENDS, MINIMUM 7 EMBEDMENT
(USE 3"x3"xl/4" WASHERS)
(1) NO.4 BAR TOP
AND (2) NOA BARS
EXISTING AND - Z
BOTTOM CONT. AND
FINISHED GRADE
NOAVERTS. AT 4311
O.C.
O.C.
`� m
BLACK
6 MIL VAPOR
O
-
BARRIER
7
Z Z
4" PERFERATED DRAIN PIPE,
CONNECT TO STORM SEWER
2)'sALL SECT.
:
11
DIN NG
CALE: 3/4" = 1'-m"
16��
3'-lm 3/4"
0
IF -
REMOVE EXISTING -
DECK
6 26
TE P.
= 114"x48"
Ow
z TI ITH
m MP.
ENCLOS.
50
® N
-
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/'existin 8
g
2-
bath
ain
SCALE: 1/4" = l' -m"
6
2
36" RAIL -_
N
UP m
�n
4'
-2"
deck deck
(GASIRE PIT
120x6$
TEMP. 6
\ IW
li
26 I �
II
den
14.75x13 =J
III
I�
28
- - - - - - - - - - - - - - T
3'-51/2"
closet
7 13.5x8
I I
\>
POLE/SHELF
NOTE:
VERIFY SMOKE DETECTORS
IN EACH BEDROOM AND IN
EACH HALLWAY, TYPICAL
EACH LEVEL, INSTALL
HARDWIRED UNITS IF NEEDED
existing
master bedroom
L
balcony
12'-0 1/2" 0
V-8 3/4"
l x68
TEMP.
0 \;
BUILT- INS /
e di�ai�ag seating area
N 17x11 •5 13x12.75
gteat room REMOVE EXISTING
WALLS (TYPICAL)
15x19
GAS FIREPLACE INSTALL 10'-0" 2'-8"
PER MFG. SPECIFICATIONS
0
42" HIGH
EATING BAR
T 7- /I o o -FF_ - /7-T -
I I ° °
C� S K Ul Ui
kitchen
BUILT-INS
0
19 X9
tt
4'-3 I/2"
GAS RA E WITH 15'-1 1/4"
lmm CFM AN V.T.O.
��
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NDR.
INK
0
48" FRIG.
UP
-
<
05 0
0
POLE/SHE
existing
W WC
PANTRY
entryGOATS
y
x3
-8
,/�
�4\
26
2-
26
�4
DOWN
ADD BRICK VENEER _
TO THESE AREAS existing III
laundr
covered yy hall
10x14.5 m D
porch 3 I
� m
VENT DRYER OUT V
THE NORTH WALL OR J 28 28
701 THE ROOF L
100 CFM FAN
WHOLE HOUSt
EXHAUST
ELEV OR
01 (BY ERS),
�4 FTW SHE DRYER IFY LL
D ENSI )
10'-0 3/4" 1,4'-lm /4"
14'-11 1/2"
garage
12x20.75
45m
26x9P
STORE
TEMP
6 8
2—x (o
TEMP. o f f i c e
SD SD 12.5 x 16
O
REMOVE EXISTING��
FIREPLACE
110 VOLT SMOKE DETECTOR
INTER -CONNECTED WITH
BATTERY BACK UP - TYP.
6'-5 1/ "
UP 26 26
closet
12.5x3.5
x
- N
EXIST EXIS .
GAS GAS
7
FURN. H.UJ.T
mechanical
REMOVE EXISTING
DOOR, FRAME IN
in
NOTE-
5/0" TYPE 'X' G.W.B.
ALL GARAGE AREA,
WALLS, CEILING, POSTS
AND BEAMS
1 3/8" SOLID -CORE DOOR
WITH SELF -CLOSING HINGES
El
garage
23x26-31
F\ — m — — — — — 71 F — m — — — — — —�I F — m — — — — — 71
I px-i—O.H. DOOR / I I 9 x-1—O.H. DOOR / I I 9—x-i—O.H. DOOR / I
I I I I I I
-- — — — — — — — — — — — — — — — — — — — —
-----------eve oor an
EXISTING: 2,598 SQUARE FEET
ED
NEW: 211 SQUARE FEET
TOTAL: 2069 SQUARE FEET
II
RESUB
J u I
1 2020
CITY OF
EDMONDS
E\6EJOQPPAENT
SERVICES
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FLOOR
PLAN
PROJECT NO.
DESIGN
:DGW
DRAWN
: DGW
ISSUE DATE
:05/03/20
LATEST REV.
A4
3/4" T/G APA RATED SUBFLOOR
2x SOLID BLOCKING
FLOOR JOISTS
(PER PLAN)
BEAM PER
LPCZ4
Z
d
POST PER PLAN o-
ff
SIMPSON P5644 OR P5566 LU1
SEE PLAN FOR POST SIZE
0
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PER PLAN
ISOLATED FOOTING
SCALE = 1" =1'-O"
P.T. POST PER PLAN
P5544 (ZMAX)
NO.4 BARS, EACH WAY
(PER PLAN)
EXISTING AND
FINISHED GRADE
L-J
PER PLAN
aDECK POST FOOTING
2 SCALE = P =1'
2x12 P.T. TREAD -
2x4 P.T. THRUST
BLOCK WITH 1/2"
ROUND C INCH
ANCHORS AT
24" O.G.
1-1/2" ROUND MIN.
CONT. HANDRAIL
BALUSTERS TO CONFORM
TO IRC R312
EDGE OF DECK,
OR HOUSE
CONCRETE PATIO
WITH 5" THICK-
ENED EDGE AT-]
BEARING
(3) 2x12 P.T.
STRINGERS
TYPICAL EXTERIOR STAIR
NO SCALE
NOTE:
USE LAMINATED GLASS WHERE SKYLIGHTS ARE MORE THAN 16S.F.
IN AREA OR MORE THAN 12 FEET ABOVE A WALKING SURFACE OR
ACCESSIBLE AREA (OTHERWISE SAFETY GLAZING IS ADEQUATE)
2x RAFTERS OR TRUSSES
AT 24" O.G. (SEE PLAN)
DOUBLE HEADERS AT
SPANS GREATER THAN ,Qc
4'-0" O O�
2x4 LIGHT WELL
(R 4 REQUIREDO.C.
Ur)r)er eve oor ED an
SCALE: 1/4"=1'-0" EXISTING: 1945 SQUARE FEET
2x CEILING JOISTS OR-/
TRUSSES AT 24" O.C.
(IF REQUIRED)
4)
SKYLIGHT/LIGHT WELL
L NO SCALE
L
W
RESUB
Jul 21 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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FLOOR PLAN
PROJECT NO.
DESIGN : DGW
DRAWN : DGW
ISSUE DATE :05/03/20
LATEST REV. :
A5
EXISTING
BUILDING PAPER ON
7/16" APA RATED SHEATHI
ON 2x6 STUDS AT 16" O.G.
1" AIR SPACE
ADDED BRICK VENEER WITH
22 GA. x P ANCHOR
TIES AT 24" O.C. VERT.,
12" O.G. HORIZ.
3/5" WEEP AT 32: O.G.
CON. MTL FLASHING
FINISHED GRADE
ADDED BRICK VENEER
SCALE = 1"=1'-0"
V
(2) 2x TOP PLATE
WINDOW HEADER (IF APPLICABLE) -
(SEE FRAMING PLAN FOR SIZE)
NAIL SHEATHING TO HEADER
AT 6" O.G. BOTH WAYS (OR PER
SHEAR WALL TABLE)
(2) 2x STUDS, NAIL SHEATHING -
TO EACH STUD
5d NAILS AT 6" O.C. (OR PER -
SHEAR WALL TABLE), AT ALL
PLATES, HEADERS, AND STUDS
SHEATHING (PER WALL SECTION;
STHD14RJ TIE ANCHOR (NAIL
TO BOARD FORM. BEND UP
AFTER CONCRETE CURES.)
USE (35) 16d SINKERS EACH
(MINIMUM 1 1/2" EDGE DISTANCE)
2x P.T. PLATE, NAIL SHEATHING
TO RIM JOIST AND BOTTOM PLATE
ANCHOR BOLTS PER SHEAR WALL
TABLE OR WALL SECTION WITH
MINIMUM -1" EMBEDMENT (USE
3"x3"x.1/4" PLATE WASHERS)
FLOOR JOISTS (REFER TO PLANJC
FOR JOIST SIZE AND DIRECTION)
2 LATERAL SHEAR
WALL DETAIL NO SC
FLOOR JOISTS (PARALLEL
OR PERPENDICULAR, SEE -
FRAMING PLANS)
16d PLATE TO PLATE
RIM JOIST
TYPICAL NAIL
SIMPSON LTP5
(OR A35'S ABOVE)
16d PLATE TO PLATE
FOR SHEAR WALL COMPONENTS
SEE FRAMING PLANS
-F-
U
4
SIMPSON A35
(OR LTP5'5 BELOW)
SHEAR WALL NAILING
SCALE = V=1'-0"
3
FIELD NAILING PER
SHEAR WALL SCHEDULE
2x6 STUD
PANEL EDGE NAILING
PER SHEAR WALL SCHEDULE
LAP SHEATHING CONTINUOUS
ACROSS END STUD OF
PERPINDICULAR STUD
PANEL EDGE NAILING
PER SHEAR WALL SCHEDULE
FIELD NAILING PER
SHEAR WALL SCHEDULE
L -1
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WITH (2) NOA BARS, EACH WAY
(USE LPCZ4, P5844)
L
r - -1 NEW 4xI0 NF N72—
DRILL, PIN, AND EPDXY
(3) NOA BARS INTO
EXISTING FOUNDATION
6" CONCRETE WALL ON -
12"x6" CONCRETE FOOTING
TS WITH
�4 ZINC (TYP)
7/17/2020
Structural Design Only
0 1111111111111■L
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FOUNDATION
PLAN
PROJECT NO.
DESIGN : DGW
DRAWN : DGW
ISSUE DATE :05/03/20
LATEST REV. : 07/14/20
EXTERIOR WALL SHEATHING
PER SHEAR WALL SCHEDULE
SHEARWALL CORNER
SCALE: P = 1'-0"
SCALE: 1/4" =1'-m"
PROPOSED ADDITION
A6
2x HF NAILER PER PLAN -
f21/4" STIFFENER 3/lro" WELD
3 SIDES. STIFFENER MAY
BE REPLACED WITH
BEAM CONNECTION PLATE
FEI/4"
3/1ro" MIN FILLET WELD
ALL AROUND
(3) 3/4" DIA. A325N BOLTS
SSLT HOLES
STEEL BEAM
STEEL BEAM (COPED AS SHOWN)
12
-
STL. BEAM TO STL. BEAM
FLOOR SHEATHING
2x (RIPPED TO FIT) WITH
5/8" DIAM. BOLTS AT Iro"
O.G. (STAGER EACH SIDE)
2x's
2x's
RIPPED
RIPPED
TO FIT
TO FIT
_ tjI
5/8" DIAM.
h'
BOLTS AT
jl
- tl
24" O.G.
STEEL
Rr_AM
I
I
(STAGGERED
1" OFF CENTER)
TJI FLOOR JOISTS AT Iro" O.C.
NOTE:
IF FLOOR JOISTS ARE PARALLEL TO BEAM,
PROVIDE BLOCKING AT 48" O.C. FOR (3)
JOIST SPACES. HANG BLOCKING FROM JOISTS.
STEEL BEAM (FLUSH)
2
SCALE: 1/2" = 1'-0"
Framing Notes.
1.) ALL NEW ROOF FRAMING TO BE PRE-ENGINEERED ROOF TRUSSES AT 24" O.G.,
UNLESS OTHERWISE NOTED.
2.) ALL EXTERIOR OPENINGS SHALL HAVE 4x8 HF NO.2 HEADERS,
UNLESS OTHERWISE NOTED.
3.) ALL FLOOR JOISTS TO BE 2x10 HF NO2 AT Iro" O.C.,
UNLESS OTHERWISE NOTED.
4.) ALL SHADED AREAS SHALL BE 2x4 HF NO.2 BACKFRAMING AT 24" O.G.
ROOF DIAPHRAGM:
FLOOR DIAPHRAGM:
15/32" EXPOSURE 1 APA RATED SHEATHING,
3/4" EXPOSURE 1 APA RATED
UNBLOCKED, WITH Sd NAILS AT roll O.G. AT
SHEATHING, UNBLOCKED, WITH
SUPPORTED PANEL EDGES AND 8d NAILS
10d NAILS AT ro" O.G. AT SUP -
AT 12" O.G. AT FIELD.
PORTED PANEL EDGES AND
10d NAILS AT 10" O.G. AT FIELD.
REQUIRED NOTES
EXISTING
6X10 DF
L ::1
EXISTING HIP JACKS
�1Q
EXIST
CL
z
Z
"
L
LU
IRDER TRUSS
dower Roof/Upper
Plan
-oor
SCALE.- 1/4" =1' -O"
Framing
1.) INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY.
2.) WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2x FRAMING SHALL BE STAGGERED SO THAT JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS.
3.) BLOCKING IS REQUIRED AT ALL PANEL EDGES.
4.) PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING,
CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON PLANS. SEE PLANS FOR HOLDOWN REQUIREMENTS.
5.) SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDOWN POSTS. EDGE NAILING ALSO REQUIRED TO EACH STUD USED IN BUILT-UP HOLDOWN POSTS.
(o.) INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING AT 12" O.C_
1.) BASED ON 0.131A 1/2" LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131x2 1/2" LONG NAILS WHERE INSTALLED OVER SHEATHING.
8.) FRAMING CLIPS: A35 OR LTP5 OR APPROVED EQUIVALENT.
9.) WHERE PLATE ATTACHMENT SPECIFIES (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS.
10.) ANCHOR BOLTS SHALL BE PROVIDED WITH STEEL PLATE WASHERS .229"x3"x3". EMBED ANCHOR BOLTS -1" MINIMUM INTO THE CONCRETE.
11.) PRESSURE TREATED MATERIAL CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED ZINC -COATED GALVANIZED (ELECTRO-PLATING IS NOT ACCEPTABLE) OR STAINLESS STEEL NAILS AND
CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS.
12.) 1/1ro" APA RATED SHEATHING (OSB) MAY BE USED IN PLACE OF 15/32" SHEATHING PROVIDED THAT ALL STUDS ARE SPACED AT fro" O.C..
13.) WHERE WOOD SHEATHING (W) IS APPLIED OVER GYPSUM SHEATHING (G), CONTACT THE ENGINEER OF RECORD FOR ALTERNATE NAILING REQUIREMENTS.
14.) AT ADJOINING PANEL EDGES, (2) 2x STUDS NAILED TOGETHER MAY BE USED IN PLACE OF A SINGLE 3x STUD. DOUBLE 2x STUDS MAY BE CONNECTED TOGETHER BY NAILING THE STUDS TOGETHER
WITH 3" LONG NAILS OF THE SAME SPACING AND DIAMETER AS THE PLATE NAILING.
15.) CONTACT THE ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST -IN -PLACE ANCHOR BOLTS. (SPECIAL INSPECTION MAY BE REQUIRED).
Shear Wall Ta:Dle
LABEL
APA RATED SHEATHING
NAIL SIZE AND SPACING
STUD AND BLOCKING SIZE
RIM JOIST OR BLOCK
2x BOTTOM PLATE
SILL PLATE
PLF
(1), (2), (4), (12), (13)
AT EDGES (4),(5)
AT ADJOINING EDGES (3),
CONNECTION TO TOP
ATTACHMENT
ATTACHMENT
CAPACITY
(ro), (14)
PLATE (1), (S)
NAILING TO WOOD
ANCHOR BOLT TO
SILL PLATE SIZE
BELOW (9)
CONCRETE BELOW (10), (15)
AT FOUNDATION (11)
w6
15/32" ONE SIDE
0.131x2 1/2" AT roll O.C.
2x
CLIP AT 22" O.G.
0.148x3 1/4" AT 8" O.C.
5/8" AT 48" O.C.
2x
242
roxro HF NO.1 (3) 2xro (3) 2xro roxro HF NO.1
5 1/4"x9 1/4" 2.0E PSL
Q (VERIFY R.O. WITH MFG,R.)
x
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LUS FRAME TOP, INCL. NAILER,
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RESUB
Jul 21 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
7/17/2020
Structural Design Only
■IIIIIIIIIII ■L�IIIIIIIII
■ IIIIIIIIIII ■■ IIIIIIIIIIII
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UPPER FLOOR
FRAMING PLAN
PROJECT NO. :
DESIGN : DGW
DRAWN : DGW
ISSUE DATE :05/03/20
LATEST REV. : 07/14/20
A7
PURR OR NOTCH STUDS TO RECEIVE LINING
NAILING TO BE A MINIMUM OF P ABOVE
FINISHED DAM OR THRESHOLD
TILE FLOORING OVER APPROVED LINING
OVER SOLIDLY FORMED SUB -BASE with
A MIN. 2% SLOPE (1/4" PER 12") \
APPROVED
FLANGED DRAIN
F-
SHOWER PAN DETAIL
SCALE: P = 1'-0"
1/4" PLATE STIFFENER,
EACH SIDE, CENTER ON
POST BELOW
3/l�0
P.
STEEL TY
BEAM
3/l�0
i£ 2 "x&"xI/4'
&x& COL. 3/4" RND.
A30-1 BOLT
STEEL BEAM TO POST
2SCALE: 1/2" = 1'-0"
2x5 CAP RAIL
Ix2 STOPS
TEMPERED GLASS
IN VINYL FRAME
6x6 POST
2x6 BOTTOM RAIL
2x4 SPACED
CEDAR DECKING
2x RIM JOIST
2x CEDAR BAND
2x DECK JOISTS AT 16" O.C.-
BEAM (PER PLAN)
1/2" RND. BOLTS WIT1-
2" RND WASHERS
UNDER BOLT HEAD
AND NUT
DECK RAILING DETAIL
SCALE: 3/4' = 1'-0"
TYPICAL WALL ASSEMBL
2x SOLE PLATE
5/4x& CEDAR DECKING
1/2" THROUGH BOLTS
AT 16" O.C. (GALV.)
(2) ROWS OF 16d
AT 4"O.C.
PRESSURE TREATED
JOISTS PER PLAN W/
SIMPSON HANGERS
2x LEDGER (PRESSURE TREATED)
P.T. 2x MUD SILL PLATE
CONCRETE
4 LEDGER DETAIL
SCALE: 1"= I'-O"
JOIST
SCALE: 1/4" =1' -m"
RESUB
Jul 21 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
7/17/2020
Structural Design Only
0 1111111111111■L
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UPPER ROOF
FRAMING PLAN
PROJECT NO.
DESIGN : DGW
DRAWN : DGW
ISSUE DATE :05/03/20
LATEST REV. :