Rees_Permit_Plan Set 200321-2019034EX ROCKERY
3'-8" +/-
EXI
SITE PLAN
SCALE 1 /8" = V-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. CONTRACTOR'S RESPONSIBILITY
- PRIOR TO CONSTRUCTION CONTRACTOR SHALL VERIFY ALL
DIMENSIONS AND STRUCTURAL MEMBER SIZES
- DO NOT SCALE CONTRACT DOCUMENTS
- ALL WORK MUST FOLLOW CURRENT RRP RULES AND REQUIREMENTS
AS DEFINED BY THE EPA AND THE STATE OF WASHINGTON
- ALL WASTE AND REFUSE CAUSED IN CONNECTION WITH THE WORK
SHALL BE REMOVED FROM THE PREMISES AND DISPOSED OF BY THE
CONTRACTOR
- CONTRACTOR SHALL DESIGN AND INSTALL SHORING AS REQUIRED TO
PERFORM WORK
CENTER OF
R.O.W.
3. 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.
4. 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.
PROJECT INFORMATION
PROJECT OWNER JASON AND HEATHER REES
736 FIR ST
EDMONDS, WA 98020
PROJECT DESIGNER SANDRA PIEDRAHITA
PACIFIC LIVING CONSTRUCTION LLC
PO BOX 15841
SEATTLE, WA 98115
206.678.5478
STRUCTURAL ENGINEER CG ENGINEERING
250 4TH AVE S, SUITE 200
EDMONDS, WA 98020
425.778.8500
PROJECT DESCRIPTION NEW DECK AND STAIRS
PROJECT ADDRESS: 736 FIR ST
CENTER OF EDMONDS, WA 98020
R.O.W.
TAX LOT NUMBER: 00619401000101
VICINITY MAP (NTS)
Edmonds - 4CingstonPeir Brackett's
�L',a ding North
Edmonds Main St
Dayton St
a
A
Yost Park
Marina Edmonds n B,"��o.
Beach Park City Park n ry
U
10 736 Fir Street
226th St SW
i
CD Zn
n �
Woodway
LEGAL DESCRIPTION: Section 25 Township 27 Range 03 Quarter
NW - YOSTS 1 ST ADD TO EDMONDS
PLAT OF BILK 010 D-01 - N1/2 LOT 1 AKA
PAR A OF CITY OF ED SHORT SUB NO
S-56-76 REC AFN 7610280127 BEING A
PTN OF LOT 1 BLK 10EXST PLAT
LAND USE
ZONE: RS-6
LOT COVERAGE: LOT AREA:
EXISTING HOUSE:
EXISTING GARAGE:
EXISTING DECK:
NEW DECK:
PROPOSED LOT COVERAGE
ALLOWED LOT COVERAGE:
SETBACKS: STREET SETBACK
REAR SETBACK:
SIDE SETBACK:
SHEET INDEX
7,500 SF
1,498 SF
664 SF
380 SF
430 SF
2,592 SF
7500 x 35% = 2,625 SF..OK
20'
15'
5'
A0.1
SITE PLAN, NOTES
A1.1
MAIN FLOOR PLAN
A2.1
ELEVATIONS, STAIR DETAIL, SECTION
S1.1
STRUCTURAL NOTES
S2.1
DECK FRAMING PLAN AND DETAILS
PACIFIC LIVING
CONSTRUCTION LLC
P.O. Box 15841
Seattle, WA 98115
t: 206.678.5477
www.pacificlivingconstruction.com
Project Title:
REES RESIDENCE
736 FIR STREET
EDMONDS, WA 98020
Project No.: 2019034
Drawn By: SIP
Issue PERMIT
Date: 03.12.2020
Scale: 1/8" = 1'-0"
Sheet Size: 24" x 36"
Title
Sheet No.:
SITE PLAN
AO.1
14'-011
O
O
0
z
-
o
1
_ T
DECK
T
DECKING OVER
o
L"
T
WATERPROOF DECK
00
X
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00
00
T
u J
1
M�
`o
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SLOPE DECK
T
1 /4":12
FIXED WINDOWS
24-1/2" ABOVE DECK SURFACE
_
EXTERIOR
co
LIGHT SOURCE
LO
®
LO
T
0
T
FIXED WINDOW
�
36" ABOVE DECK SURFACE
=
-
® ® 01 X4 PT
1
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® 91 X4 PT
EXTERIOR
LIGHT SOURCE
3'-6" 5-117/8" 41-911
MIN. 36" X 36" LANDING
14'-75�8"
MAIN
FLOOR
PLAN
1 /411 = 1'-011
PACIFIC LIVING
CONSTRUCTION LLC
P.O. Box 15841
Seattle, WA 98115
t: 206.678.5477
www.pacificlivingconstruction.com
Project Title:
REES RESIDENCE
736 FIR STREET
EDMONDS, WA 98020
Project No.: 2019034
Drawn By: SP
Issue PERMIT
Date: 03.12.2020
Scale: 1 /4" = 1 '-011
Sheet Size: 2411 x 3611
Title
MAIN FLOOR PLAN
Sheet No.:
A1.1
NORTH ELEVATION
1/4" = 1'-0"
STAIR DETAIL
1 /2" = 1'-0"
WEST ELEVATION
1/4" = 1'-0"
DECK SECTION
1 /2" = 1 '-0"
RPROOFING
Y
UPPER AND
STRIP
�L
VENT
SOFFIT
COLUMN
JRAL
�J L
i
FOOTING PER STRUCTURAL
PACIFIC LIVING
CONSTRUCTION LLC
P.O. Box 15841
Seattle, WA 98115
t: 206.678.5477
www.pacificlivingconstruction.com
Project Title:
REES RESIDENCE
736 FIR STREET
EDMONDS, WA 98020
Project No.: 2019034
Drawn By: SIP
Issue PERMIT
Date: 03.12.2020
Scale: AS NOTED
Sheet Size: 24" x 36"
Title
ELEV, STAIR, SECTION
Sheet No
A2.1
STRUCTURAL NOTES
C3�J
(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS)
CODE REINFORCING STEEL
ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy
SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. SPECIFICATIONS AND STANDARDS = 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED
WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. 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
DESIGN LOADS SUBMITTED.
DEAD LOADS: WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP
ROOF 15 PSF WELDED WIRE FABRIC 12" AT SIDES AND ENDS.
DECK 10 PSF
REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI
LIVE LOADS: 318R, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS
ROOF (SNOW LOAD) 25 PSF SHALL BE PER SCHEDULE.
DECK 60 PSF
MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICBO
(LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10). APPROVED SYSTEM, SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR, AND SHALL BE
INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
EARTHQUAKE LOADS:
EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8.
SITE CLASS (ASSUMED)
D
SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS)
1.265
ONE SECOND SPECTRAL RESPONSE ACCEL (Si)
0.495
SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SIDS)
0.843
ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI)
0.495
RISK CATEGORY
II
SEISMIC IMPORTANCE FACTOR 00
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)
0.562
W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2
BASE SHEAR (V), V = CSW = ID RI W
WIND LOADS:
BASIC WIND SPEED (3 SECOND GUST) 110 MPH
EXPOSURE B
KZT 1.0
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.
,�I�7►101C7:1119:
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
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 f'c SPECIFIED IN TABLE FOR DURABILITY REQUIREMENTS. 2500 PSI CONCRETE MEETS STRENGTH
REQUIREMENTS, THEREFORE SPECIAL INSPECTION IS NOT REQUIRED.
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
1200
1000
REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS.
UNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD -BASED MEMBERS EXPOSED TO WEATHER OR IN
CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE -TREATED BY
VACUUM -PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD U1.
NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD
ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NDS) FOR
WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.10.1 NAILING
SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL
MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES:
NAIL
SHANK 0
MIN LENGTH
8d COMMON
0.1310
2 1/2" SHANK
10d COMMON
0.1480
3" SHANK
12d COMMON
0.1480
3 1/4" SHANK
16d COMMON
0.1620
3 1/2" SHANK
10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING
MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148" 0 x 3 1/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED
WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS
ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION.
ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS
OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE
SHANK AND THREADED PORTIONS PER NDS 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
ACZA
OTHER PT
WOOD
G90
X
X
X
G 185
X
X
X
X
X
X
HDG
X
X
X
X
X
X
STT300
X
X
X
X
X
X
X
X
G90 = 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA
G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA
HDG = HOT DIP GALVANIZED
SST300 = TYPE 316L STAINLESS STEEL
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.
TIMBERSTRAND, MICROLLAM, AND PARALLAM MEMBERS
FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE (ICC-ES) REPORT
NO. ESR-1387 OR CCMC REPORT NO. 12627-R, 08675-R, AND 11161-R. EACH MEMBER SHALL BE IDENTIFIED BY A
STAMP INDICATING THE PRODUCT TYPE AND GRADE, ICC-ES OR CCMC REPORT NUMBER, MANUFACTURER'S NAME,
PLANT NUMBER AND INDEPENDENT INSPECTION AGENCY'S LOGO. FABRICATOR SHALL BE CERTIFIED. MEMBERS
SHALL MEET THE FOLLOWING MINIMUM STANDARDS:
SIZE CLASSIFICATION
SPECIES
GRADE
Fb (PSI)
Fv (PSI
Fc (PSI)
BEAMS & POSTS (d < 9 1/2")
LSL
1.3E
1,700
425
1,835
RIMS & BEAMS (d >_ 9 1/2")
LSL
1.55E
2,325
310
-
BEAMS & POSTS
LVL
2.0E
2,600
285
2,510
POSTS (d < 9 1/2")
PSL
1.8E
2,400
190
2,500
BEAMS (d >_ 9 1/2")
PSL
2.0E
2,900
290
1 -
TIMBERSTRAND, MICROLLAM, AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY -USE APPLICATIONS.
UNLESS NOTED OTHERWISE, ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER
MANUFACTURES RECOMMENDATIONS.
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-V4
2400 PSI
CANTILEVER OR MULTI -SPAN BEAMS
24F-V8
2400 PSI
EXISTING BUILDING
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING
Y
DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE
REDESIGN.
Q
CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS
DESIGN:
LAT
PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH.
DRAWN:
ATD
GENERAL
CHECK:
CMJ
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL, AND
JOB NO:
20065.10
MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE
DATE:
03/1 1 /2020
ATTENTION OF THE ARCHITECT BEFORE PROCEEDING.
CONTRACTOR TO SEE ARCHITECTURAL, CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION
OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS.
CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL
PERMANENT SUPPORT AND STIFFENING ARE INSTALLED.
CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL
ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS
ONLY WILL NOT SATISFY THIS REQUIREMENT.
DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT
SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF
CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL
ENGINEER.
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DECK FRAMING PLAN
SCALE: 1/4" = V-0"
TYPICAL DECK FRAMING PLAN NOTES:
1. DECK SHEATHING SHALL BE 3/4" PI 48/24 WITH 10d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM
BOUNDARIES, PANEL EDGES AND SHEAR WALLS AND 10" OC AT INTERMEDIATE FRAMING. FOR SHEATHING
LAYOUT AND NAILING REFER TO DETAIL 3.
2. PROVIDE SIMPSON HUC HANGERS AT ALL BEAM TO BEAM CONNECTIONS UNO.
3. PROVIDE EXTERIOR GRADE GLULAM BEAMS
2'-0" 0
2'-0" 4'-0"
NOTE:
STAGGER SHEATHING
AS SHOWN. (IBC TABLE
2306.3.1, CASE 1
SHEATHING
PANEL, TYP
PAVING OR SLAB ON COL PER PLAN BURIED CONTINUOUS
GRADE SIDEWALK FULL DEPTH OF PILE PANEL EDGES
PER ARCH
SECTION
SCALE: 1" = V-0"
GUARDRAIL POST
AND CONNECTION
BY OTHERS
COUNTERSINK
BOLT THIS END
BEAM PER PLAN
DECK SECTION
SCALE: 1" = V-0"
24"0 x 4'-3" DEEP
DRILLED CONC
SHAFT
SUPPORTED
PANEL EDGES
2x OR 3x BLOCKING ONLY
IF BLOCKED DIAPHRAGM
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(SHEAR WALL, BEAM, OR DRAG STRUT)
TYPICAL FLOOR/ ROOF SHEATHING DETAIL
SCALE: NTS
DECKING OVER GUARDRAIL POST
SLEEPERS PER ARCH AND CONNECTION
SHEATHING AND NAILING BY OTHERS
PER PLAN NOTES
COUNTERSINK
ALIGNED JOIST AT BOLT THIS END
GUARDPOST LOCATIONS
W/ (1) SIMPSON DTT2Z
TENSION TIE
DECK JOIST PER PLAN;
SLOPE PER ARCH BEAM PER PLAI
SIMPSON LUS HANGER
DECK SECTION
SCALE: 1" = V-0"
OVER
PER ARCH
AILS PER BLOCK
PT 2x12 HF#2 LEDGER;
ATTACH TO EXIST RIM W/ (3)
SIMPSON 1/4" 0 x 3" SIDS
SCREWS @ 12" OC
ALIGNED BLKG AT
GUARDPOST LOCATIONS
W/ (1) SIMPSON DTT2Z
TENSION TIE
ING; (4) BAYS MIN
LUS HANGER
ATTACH JOIST TO CONT
LEDGER W/ SIMPSON
LUS SERIES HANGERS
DECKING OVER
SLEEPERS PER ARCH
SHEATHING AND NAILING
PER PLAN NOTES
DECK JOIST PER PLAN; / 311
SLOPE PER ARCH J
SIMPSON DTT1Z @ 6'-0" MIN
OC MAX W/ (1) 3/8" 0
SIMPSON SDWH
DECK SECTION
SCALE: 1" = V-0"
8"x8" CONCRETE
PLINTH W/ (4) #3
TIES EQ SPACED
(4) #4 HOOKED
Bo DOWELS
6"
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ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
W 1 / 2020
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DESIGN:
LAT
DRAWN:
ATD
CHECK:
CMJ
JOB NO:
20065.10
DATE:
03/ 1 1 /2020
COL PER PLAN
AND SCHED
SIMPSON ABU POST
BASE
SLAB ON GRADE AND
SUBGRADE PER FOUNDATION
PLAN W/ THICKENED FOOTING
AT EDGE
(2) #4 BOT, EA WAY
TYPICAL DECK FOOTING DETAIL
SCALE: 1" = V-0"
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