APPROVED ENG BLD PLN - BLD2021-0113+Architectural_Plan+1.27.2021_12.21.56_PM+2013447PROJECT DATA
I OWNER
GUILLERMO & JOLEE CANO
20030 88TH AVE W
EDMONDS, WA 98026
ROOF OVERHANG 12" CO
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(PRIVATE EASEMENT) a ° °
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�SOUTH P.L. 160'-0"
(E) WALKWAY
(E) FENCE
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SITE PLAN
1" = 10'-0"
GENERAL NOTES
THESE DRAWINGS ARE THE PROPERTY OF PACIFIC
LIVING CONSTRUCTION LLC.
1. CODE
- CONSTRUCTION TO CONFORM TO THE 2015
INTERNATIONAL RESIDENTIAL CODE (IRC),
WASHINGTON STATE LAWS AND
REGULATIONS, CURRENT WASHINGTON STATE
RESIDENTIAL ENERGY CODE AND VARIOUS
CODES IMPOSED BY LOCAL AUTHORITIES.
- A COPY OF THE APPROVED PERMIT PLANS
MUST BE ON THE JOB SITE DURING
CONSTRUCTION
2. SOILS
- FOUNDATION DESIGN IS BASED ON AN
ASSUMED AVERAGE SOIL BEARING OF 1,500
PSF OR PER GEOTECHNICAL REPORT. ALL
FOOTINGS SHALL BE CAST ON UNDISTURBED
FIRM NATURAL SOIL OR COMPACTED SOIL OF
1,500 PSF BEARING CAPACITY AT LEAST V-6"
BELOW LOWEST ADJACENT GRADE, AND FREE
OF ORGANIC MATERIALS. FOOTING
EXCAVATION SHALL BE FREE OF LOOSE SOILS,
DEBRIS, AND FREE WATER AT ALL TIMES. ALL
EXCAVATION AND FILL SHALL BE STORED AND
PROTECTED SUCH AS TO PREVENT RUNOFF
OF MATERIAL TO ADJACENT PROPERTIES.
3. STAIRS
- MINIMUM HEADROOM 6'-8"; MINIMUM TREAD
10"; MAXIMUM RISER 7 3/4"
- HANDRAIL: REQUIRED AT ALL STAIRS WITH
MORE THAN 4 RISERS PER IRC 311.7.8.
MINIMUM 34" AND MAXIMUM 38" ABOVE TREAD
NOSING. OPEN SIDES OF STAIRS MORE THAN
30" ABOVE ADJACENT FLOOR SHALL HAVE
HANDRAILS AND GUARDRAILS. HANDRAIL TO
BE 1 1/4"-2" CROSS SECTIONAL
DIMENSION AND 1 1/2" AWAY FROM WALL.
- GUARDRAIL: SHALL BE MIN 36" IN HEIGHT
WHERE ADJACENT SURFACE GRADE IS 30" OR
MORE BELOW. RAILINGS SHALL BE SPACED TO
NOT ALLOW THE PASSAGE OF A 4" SPHERE
PER IRC 312.1.
City Of Edmonds
Building Department
Work Deck
Address 20030 88th AVE W
Owner CANO
Approved Date 2-4-2021
Building Official Eri,� Cu.rt�r
Permit Number. BLD2021-0113
--------------------------
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Edmonds Seventh-uay'j r Presbyterian Church
Adventist Churchly
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VICINITY MAP
NOT TO SCALE
Maplewood Parent
Cooperative
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Pine Ridge
Park
ENGINEERING DIVISION
APPROVED AS NOTED
MY Wat"u 02/09/2021
VV
DESIGNER
SANDRA PIEDRAHITA
PACIFIC LIVING CONSTRUCTION LLC
PO BOX 15841
SEATTLE, WA 98115
206.678.5478
CONSTRUCTION DATA
SCOPE OF WORK
ATTACHED DECK AND STAIRS
LOT AREA:
12,597 SF
EXISTING RESIDENCE:
2065 SF
EXISTING DECK TO BE DEMO'D
(1150 SF)
PROPOSED DECK
848 SF
PROPOSED STAIRS ABOVE 36"
59 SF
LOT COVERAGE:
2,972 SF
ALLOWED: 12,597 SF x 35% = 4,409.... OK
PROPERTY DATA
PROJECT ADDRESS
20030 88TH AVE W
EDMONDS, WA 98026
PARCEL #
00506700003407
ZONING DESIGNATION
RS-12
HEIGHT LIMIT
2511
SETBACKS
FRONT: 25'
SIDE:10'
REAR: 25'
LOT AREA
12,597 SF
LEGAL DESCRIPTION
MAPLEWOOD HILLS BLK 000 D-07 - TH PTN OF TR 34 DAF - BEG ON
S LN OF SD TR AAP 185.98FT W OF SE COR THOF TH N00*06 OOE
53FT TH N26*14 54W 31.66FT TO S LN OF N 85.34FT OF E1/2 OF SD
TR TH N89*25 OOW ONSD LN 145.98FT TO W LN OF E1/2 OF SD TR
34 TH S00*06 OOW 81 FT TO S LN OF SD TR TH S89*24 25E 160FT TO
POB TGW 1/4 INT AS TENTANTS IN COMMON FOR TENNIS COURT
ON FDT TH PTN OF LOTS 34 & 35 DAF COM ON SLN OF SD LOT 34
AAP 185.98FT W OF SE COR THOF TH N00*06 OOE 53FT TH N26*14
54W 31.66FT TO SE COR OF W 145.98FT OF E1/2 OF N 85.34FT OF
SD LOT 34 TH N00*06 OOE 6.74FT TO POB TH S89*25 OOE 64FT
THN00*06 OOE 40FT TO S LN OF N 38.6FT OF SD LOT 34 TH N89*25
OOW ON SD S LN TO SW COR OF E 150FT OF N 35.6FT OF SD LOT
34 TH N00*06 OOE ON W LN OF E 150FT OF LOTS 34 & 35 TO S LN
OF N 105FT OF SD LOT 35TH N89*25 OOW ON SD S LN TO W LN OF
E 20OFT OF SD LOT TH S00*06 OOW ON SD W LN TO N LN OF SD
LOT 34 SD PT BEING NE COR OF W 145.98FT OF E1/2 OF N 85.34FT
OF SD LOT 34 TH S00*06 OOW ON E LN OF SD W145.98FT DIST OF
78.60FT M/L TO POB AKA LOT 3 CITY OF ED SP S-5-75 REC AFN
239079
SHEET INDEX
AO.1 SITE PLAN
A1.1 MAIN FLOOR PLAN
A1.2 LOWER FLOOR PLAN
A1.3 ELEVATIONS, SECTIONS
APPROVED BY PLANNING
ai Vo
Feb 10 2021
OWNER/CONTRACTOR RESPONSIBLE FOR LOCATING
ALL ON SITE UTILITIES. RELOCATION/REVISION TO ANY
UTILITIES MAY REQUIRE A SEPERATE PERMIT.
OWNER/CONTRACTOR IS RESPONSIBLE FOR
EROSION CONTROL AND DRAINAGE
RECEIVED
Jan 29 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
PACIFIC LIVING
CONSTRUCTION LLC
P.O. Box 15841
Seattle, WA 98115
t: 206.678.5477
www.pacificlivingconstruction.com
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
APPROVED
PLANS MUST BE
ON JOB SITE
Project Title:
CANO RESIDENCE
20030 88TH AVE W
EDMONDS, WA 98026
Project No.: 2020022
Drawn By: SP
Issue PERMIT
Date: 12.14.20
Scale: 1 " = 10'-0"
Sheet Size: 24" x 36"
Title
Sheet No.:
SITE PLAN
A0.1
7'-0"
15'-0" 10'-01,
0
1
(E COLUMN
T
T
u /
00 O
X 0
Z
Cn
_
(E) FIXED WINDOWS
EXISTING RESIDENCE
7
14" ABOVE DECK SURFACE
20030 88TH AVE W
c�v
SAFETY GLAZING
EDMONDS, WA 98026
(E) EXTERIOR
LIGHT SOURCE
D
w
(E) 72" X 80" (E) 72" X 80"
SLIDING DOOR SLIDING DOOR
DN
DECK
5/4X6 COMPOSITE
DECKING
Ir
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X 0
0
1
Z_
^
WJ_
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3'-6" 3'-611
71_011
201-011
RECEIVED
Jan 29 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
MAIN FLOOR PLAN
/4"= 1 'D�i-0""
PACIFIC LIVING
CONSTRUCTION LLC
P.O. Box 15841
Seattle, WA 98115
t: 206.678.5477
www.pacificlivingconstruction.com
Project Title:
CANO RESIDENCE
20030 88TH AVE W
EDMONDS, WA 98026
Project No.: 2020022
Drawn By: SP
Issue PERMIT
Date: 12.14.20
Scale: 1 /411 = 1'-011
Sheet Size: 24" x 36"
Title
MAIN FLOOR PLAN
Sheet No.:
A1.1
/ 1-211 1 511
(E) CONCRETE LANDING
(E COLUMN
T
T
_T1
VJ
71-011 71.3)/411 71_3Y411
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I II
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EXISTING RESIDENCE
20030 88TH AVE W
EDMONDS, WA 98026
o
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I— — — — — DN — (E) CONCRETE LANDING
T
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0
1
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71_011 31_011 71_011 71_011 31_0"
RECEIVED
Jan 29 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
LOWER FLOOR PLAN
1 1 /4" = 1 '-0"
PACIFIC LIVING
CONSTRUCTION LLC
P.O. Box 15841
Seattle, WA 98115
t: 206.678.5477
www.pacificlivingconstruction.com
Project Title:
CANO RESIDENCE
20030 88TH AVE W
EDMONDS, WA 98026
Project No.: 2020022
Drawn By: SP
Issue PERMIT
Date: 12.14.20
Scale: 1 /411 = 11-011
Sheet Size: 24" x 36"
Title
LOWER FLOOR PLAN
Sheet No.:
A1.2
WEST ELEVATION ( �0- SOUT�HEL EVATION
1 /4" = 1 '-0"
NORTH ELEVATION
1 /4" = 1 '-0"
MANUFACTURED ALUMINUM GUARDR
MAX. POST SPACING
DECK SECTION
AND TENSION TIE
TRUCTURAL
\. ALL THREADED
CREW (STD.)
TIPPED GALV.
RECEIVED
Jan 29 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
PACIFIC LIVING
CONSTRUCTION LLC
P.O. Box 15841
Seattle, WA 98115
t: 206.678.5477
www.pacificlivingconstruction.com
Project Title:
CANO RESIDENCE
20030 88TH AVE W
EDMONDS, WA 98026
Project No.: 2020022
Drawn By: SP
Issue PERMIT
Date: 12.14.20
Scale: AS NOTED
Sheet Size: 24" x 36"
Title
ELEVATIONS
Sheet No
1 /4" = 1 '-0"
1" = 1'-0"
A1.3
STRUCTURAL NOTES
O C
(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), 2015 EDITION. SPECIFICATIONS AND STANDARDS
WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION.
DESIGN LOADS
DEAD LOADS:
DECK 9 PSF
LIVE LOADS:
SNOW LOAD 25 PSF
DECK 60 PSF
(LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10).
EARTHQUAKE LOADS:
EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8.
SITE CLASS (ASSUMED)
D
SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS)
1.277
ONE SECOND SPECTRAL RESPONSE ACCEL (SI)
0.500
SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS)
0.851
ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI)
0.500
RISK CATEGORY
II
SEISMIC IMPORTANCE FACTOR (IF)
1.0
SEISMIC DESIGN CATEGORY
D
BASIC SEISMIC FORCE -RESISTING -SYSTEM
CANT WOOD COLUMNS
RESPONSE MODIFICATION FACTOR, (R)
1.5
REDUNDANCY FACTOR (p)
1.0
SEISMIC RESPONSE COEFFICIENT (CS)
0.567
W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2.
ID
BASE SHEAR (V), V = CSW = I W
WIND LOADS:
BASIC WIND SPEED (3 SECOND GUST) 110 MPH
EXPOSURE B
I<ZT 1.35
SEE PLANS FOR ADDITIONAL DESIGN LOADS.
FOUNDATIONS: SPREAD FOOTINGS
SOILS REPORT: REPORT NOT AVAILABLE AT TIME OF DESIGN
ALLOWABLE SOIL PRESSURE
LATERAL EARTH PRESSURE:
UNRESTRAINED:
RESTRAINED:
PASSIVE:
COEFFICIENT OF FRICTION
1500 PSF
35 PCF + ANY APPLICABLE SURCHARGE
50 PCF + ANY APPLICABLE SURCHARGE
300 PCF
0.35
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.
IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR
MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE
THAN 10% FINES (PASSING THE #200 SIEVE).
FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE
THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM
TEST METHOD D1557-00.
BACKFILL BEHIND ALL RETAINING WALLS WITH WELL -DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE
DRAINAGE. PROVIDE DAMPPROOFING AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER
ARCHITECTURAL SPECIFICATIONS.
EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER
IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL
ENGINEER FOR POSSIBLE FOUNDATION REDESIGN.
,�il►100:19:
ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH CHAPTER 26 OF
ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS
(ACI 301).
ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS
PER CUBIC FOOT.
CONCRETE STRENGTHS AT 28 DAYS (fc) AND MIX CRITERIA SHALL BE AS FOLLOWS:
MAXIMUM
MIN CEMENT
TYPE OF CONSTRUCTION
f'c*
WATER/CEMENT
CONTENT PER CUBIC
MAXIMUM
SHRINKAGE STRAIN
RATIO
YARD
SLABS ON GRADE
3000 PSI
0.55
5 1/2 SACK
N/A
FOOTINGS
3000 PSI
0.55
5 1/2 SACK
N/A
WALLS
4000 PSI
1 0.45
5 1/2 SACK
N/A
THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS
SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING
ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE
AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND
SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 26 OF ACI 318.
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 Pc SPECIFIED IN TABLE FOR DURABILITY REQUIREMENTS. 2500 PSI CONCRETE MEETS STRENGTH
REQUIREMENTS, THEREFORE SPECIAL INSPECTION IS NOT REQUIRED.
REINFORCING STEEL
REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy
= 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED
SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL
PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE
SUBMITTED.
WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP
WELDED WIRE FABRIC 12" AT SIDES AND ENDS.
REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI
318R, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS
SHALL BE PER SCHEDULE.
MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICBO
APPROVED SYSTEM, SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR, AND SHALL BE
INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING
EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN
HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL
ENGINEER. REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS.
CONCRETE COVER ON REINFORCING
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"
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
VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE
NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A
HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS.
PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER
TABLE, OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP.
PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS
OF NOT MORE THAN 400 SQUARE FEET EACH. AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE
ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT.
ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO
POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED
BEYOND JOINT.
SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF
OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND
OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2) #5 EACH SIDE AND (1) #5 x 4'-0" DIAGONAL AT EACH
CORNER. EXTEND BARS T-0" BEYOND EDGE OF OPENING. IF T-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE
AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS.
BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR
APPROVED BY THE STRUCTURAL ENGINEER.
SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND
OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS
NOTED.
LUMBER
ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA
GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS:
SIZE CLASSIFICATION
SPECIES
GRADE
Fb (PSI)
Fc (PSI)
SLEEPERS
DOUG-FIR
STUD
700
-
LIGHT FRAMING (STUDS)
HEM -FIR
STUD
675
800
2x JOISTS AND PLANKS
HEM -FIR
#2
850
-
PLATES AND BLOCKING
HEM -FIR
#2
850
-
6x AND LARGER BEAMS AND
STRINGERS
DOUG-FIR
#2
875
-
4x AND SMALLER BEAMS AND
STRINGERS
HEM -FIR
#2
850
-
ALL POSTS AND TIMBERS
DOUG-FIR
1 #1
1 1200
1 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 11.1.3.
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
OTHER PT
WOOD
WOOD
G90
X
X
X
G185
X
X
X
X
X
X
HDG
X
X
X
X
X
X
STT300
X
X
X
X
X
X
X
X
G90 = 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA
G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA
HDG = HOT DIP GALVANIZED
SST300 = TYPE 316L STAINLESS STEEL
RATED SHEATHING
RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE
IN CONFORMANCE WITH IBC STANDARD 2303.1.4.
GLUE -LAMINATED TIMBER
GLUE -LAMINATED TIMBER SHALL BE DOUGLAS FIR, FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD
A190.1, LATEST EDITION. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED
BY AN AITC CERTIFICATE OF CONFORMANCE. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL BE OF THE
FOLLOWING MINIMUM STANDARDS:
SPAN
COMBINATION
Fb
SIMPLE SPAN BEAMS
24F-V8
2400 PSI
CANTILEVER OR MULTI -SPAN BEAMS
24F-V8
2400 PSI
EXISTING BUILDING
CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING
DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE
REDESIGN.
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
212112020
CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS
J
PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH.
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GENERAL
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STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL, AND
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MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
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CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE
ATTENTION OF THE ARCHITECT BEFORE PROCEEDING.
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CONTRACTOR TO SEE ARCHITECTURAL, CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION
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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
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PERMANENT SUPPORT AND STIFFENING ARE INSTALLED.
CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL
N
ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS
Y
ONLY WILL NOT SATISFY THIS REQUIREMENT.
DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT
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SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF
DESIGN: ZSH
CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL
ENGINEER.
DRAWN: ATD
CHECK: CMJ
JOB NO: 20451.10
_
DATE: 1 2/21 /2020
Hardware and fasteners in contact with ■
' preservative -treated wood shall be of
hot -dipped zinc galvanized steel ■
' stainless steel, silicon bronze or copper. I
In the absence of manufacturer's •
' recommendations a minimum of ASTM A 653 I
type G185 zinc -coated galvanized steel, or ■
■ equivalent, shall be used. I
IRC R317.3.1 IBC 2304.10.5.1
■
RECEIVED
Jan 29 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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6'
SIM @ FND
(4) PLACES
PT 412 HF#2
DECK FRAMING PLAN
SCALE: 1/4" = V-0"
TYPICAL DECK FRAMING PLAN NOTES:
3
PT 412 HF#2
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PT 4x12 HF#2
PT 2x6 HF#2 @ 16" OC
1. PROVIDE SIMPSON HUC HANGERS AT ALL BEAM TO BEAM CONNECTIONS UNO.
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PT 412 HF4
T-0" 0 T-0"
PT 2x12 HF#2 LEDGER;
ATTACH TO EXIST RIM W/ (3)
SIMPSON 1/4" 0 x 3" SDS
SCREWS @ 12" OC
ATTACH JOIST TO CONT
LEDGER W/ SIMPSON
LUS SERIES HANGERS
DECKING PER ARCH
DECK JOIST PER PLAN;
SLOPE PER ARCH
SIMPSON DTT1Z @ 6'-0"
OC MAX W/ (1) 3/8"0
SIMPSON SDWH
DECK SECTION
SCALE: 1" = V-0"
GUARDRAIL POST
AND CONNECTION
BY OTHERS
COUNTERSINK
BOLT THIS END
BEAM PER PLAN
3"
MIN
DECK SECTION
SCALE: 1" = V-0"
EXIST HOUSE
FRAMING
EXIST JOISTS
PER ARCH
ALIGNED BLKG AT
GUARDPOST LOCATIONS
W/ (1) SIMPSON DTT2Z
TENSION TIE
. ,'ING; (4) BAYS MIN
GUARDRAIL POST
AND CONNECTION
BY OTHERS
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COUNTERSINK
BOLT THIS END
BEAM PER PLAI
DECK SECTION
SCALE: 1" = V-0"
8"x8" CONCRETE
PLINTH W/ (4) #3
TIES EQ SPACED
(4) #4 HOOKED
bo DOWELS
6"
cc
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T-0"
T-0" @ SIM SECTION
V-0" @ STAIR LANDING POST
PER ARCH
ALIGNED JOIST AT
GUARDPOST LOCATIONS
W/ (1) SIMPSON DTT2Z
TENSION TIE
3T PER PLAN;
R ARCH
LUS HANGER
COL PER PLAN
AND SCHED
SIMPSON MPB66Z POST
BASE; ABU POST BASE @
SIM SECTION
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(3) #4 BOT, EA WAY,
(2) #4 BOT, EA WAY
@ SIM SECTION
TYPICAL DECK FOOTING DETAIL
SCALE: 1" = V-0"
RECEIVED
Jan 29 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
212112020
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DESIGN: ZSH
DRAWN: ATD
CHECK: CMJ
JOB NO: 20451.10
DATE: 1 2/21 /2020
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