APPROVED BLD RESUB 1-Structural Plans-12.14.2022_9.54.49_AM+3268235@ - AT
Ø, DIA - DIAMETER
(E), EXIST - EXISTING
#, NO - NUMBER
ADDL - ADDITIONAL
APPROX - APPROXIMATE
ARCH - ARCHITECTURAL
BLKG - BLOCKING
BM(S)- BEAM(S)
BO XXX - BOTTOM OF XXX
BOF - BOTTOM OF FOOTING
BRG - BEARING
BTWN - BETWEEN
CLR - CLEAR(ANCE)
CONC - CONCRETE
CTR - CENTER(ED)
DBL - DOUBLE
DEMO - DEMOLITION
DIAG - DIAGONAL/DIAGRAM
DIM - DIMENSION
DIST - DISTANCE
EA - EACH
EMBED - EMBEDMENT/EMBEDDED
EQ - EQUAL
FT - FOOT, FEET
FTG - FOOTING
GALV - GALVANIZED
GLB - GLUE LAMINATED TIMBER
HDR - HEADER
HGR - HANGER
HLDN - HOLDOWN
HORIZ - HORIZONTAL
IN - INCHES
JST - JOIST
JT - JOINT
LBR - LUMBER
LOC - LOCATION
MAX - MAXIMUM
MID - MIDDLE
MIN - MINIMUM
MISC - MISCELLANEOUS
N/A - NOT APPLICABLE
NTS - NOT TO SCALE
OC - ON CENTER
OPNG - OPENING
OPP - OPPOSITE
PL - PLATE
PREFAB - PREFABRICATED
PT - PRESSURE TREATED
REINF - REINFORCING
REQD - REQUIRED
SCHED - SCHEDULE
SHTHG - SHEATHING
SIM - SIMILAR
STRUCT - STRUCTURAL
TO XXX - TOP OF XXX
TOSL - TOP OF SLAB
TOW - TOP OF WALL
TYP - TYPICAL
T&B - TOP AND BOTTOM
T&G - TONGUE AND GROOVE
UON - UNLESS OTHERWISE NOTED
VIF - VERIFY IN FIELD
VERT - VERTICAL
WWF - WELDED WIRE FABRIC
W/- WITH
W/O - WITHOUT
ABBREVIATIONS BUILDING CODE
1.ALL CONSTRUCTION, MATERIALS, AND WORKMANSHIP SHALL CONFORM TO THE
REQUIREMENTS OF THESE DRAWINGS, SPECIFICATIONS, AND THE CODES, RULES
AND REGULATIONS OF THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION,
AS ADOPTED AND AMENDED BY CITY OF EDMONDS, WASHINGTON, HEREINAFTER
REFERRED TO AS THE BUILDING CODE.
2.WHERE NOTED IN THE STRUCTURAL NOTES, CONSTRUCTION, MATERIALS, AND
WORKMANSHIP SHALL ALSO CONFORM TO THE FOLLOWING STANDARDS. WHERE
THESE STANDARDS CONFLICT WITH THE BUILDING CODE, THE CODE
SHALL GOVERN.
GENERAL
ASCE7 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES"
ASCE/SEI 7 - 2016 EDITION
CONCRETE
ACI-318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"
ACI 318 - 2014 EDITION
ACI-301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE"
ACI 301 - 2010 EDITION
ACI-315 "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT"
ACI 315 - 2017 EDITION
WOOD
NDS "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION"
ANSI/AWC NDS - 2018 EDITION
SDPWS "SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC"
AWC SDPWS - 2015 EDITION
TPI 1 "NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED
WOOD TRUSS CONSTRUCTION"
ANSI/TPI 1 - 2014 EDITION
STEEL
AISC-360 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS"
ANSI/AISC 360 - 2016 EDITION
DESIGN CRITERIA
1.DEAD LOAD CRITERIA
WOOD ROOF 14 PSF
WOOD FLOORS 12 PSF
EXTERIOR WALLS 10 PSF
2.LIVE LOAD CRITERIA
ROOF LIVE LOAD 20 PSF (REDUCIBLE)
RESIDENTIAL FLOOR 40 PSF (REDUCIBLE)
3.SNOW DESIGN CRITERIA
MINIMUM ROOF SNOW LOAD 25 PSF
4.WIND DESIGN CRITERIA
3-SECOND GUST WIND SPEED, V =100 MPH
EXPOSURE FACTOR B
IMPORTANCE FACTOR I =1.00
TOPOGRAPHIC FACTOR Kzt = 1.00
5.SEISMIC DESIGN CRITERIA
SEISMIC USE GROUP II
SITE CLASS D
IMPORTANCE FACTOR I =1.00
SS =1.319
S1 =0.468
SDS =1.056
SD1 =0.583
SEISMIC DESIGN CATEGORY D
SEISMIC FORCE RESISTING SYSTEM:
LIGHT-FRAMED WOOD SHEAR WALLS
RESPONSE MODIFICATION FACTOR, R =6.5
DEFLECTION AMPLIFICATION FACTOR, Cd =4.0
EQUIVALENT LATERAL FORCE PROCEDURE USED
6.FOUNDATION DESIGN CRITERIA
SOIL PROFILE TYPE = SITE CLASS D
FOUNDATION TYPE =SPREAD AND STRIP
FOOTINGS
ALLOWABLE SOIL BEARING PRESSURE = 1500 PSF
PASSIVE EARTH PRESSURE = 100 PCF
COHESION =130 PSF
NO SOILS REPORT AVAILABLE. BASED UPON THE PRESUMPTIVE SOIL
VALUES PER IBC TABLE 1806.2
GENERAL NOTES
1.THE STRUCTURAL DRAWINGS REPRESENT THE DESIGN OF THE PRIMARY
STRUCTURE BASED ON PRESCRIBED LOADS, (SEE "DESIGN CRITERIA" SECTION),
IMPOSED ON THE STRUCTURE PER THE BUILDING CODE AS SPECIFIED IN THE
"BUILDING CODE" SECTION. THE PRIMARY STRUCTURE OF THE BUILDING IS
DEFINED AS THE FOUNDATIONS, BEARING WALLS, SHEAR WALLS, COLUMNS,
BEAMS, SLABS, FLOOR AND ROOF FRAMING AND LATERAL FORCE RESISTING
ELEMENTS REQUIRED TO MAINTAIN THE STABILITY OF THE COMPLETED
STRUCTURE AS A WHOLE.
2.ALL CONSTRUCTION MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE
REQUIREMENTS OF THE DRAWINGS, SPECIFICATIONS, AND THE CODES,
RULES AND REGULATIONS OF THE BUILDING CODE AS DEFINED IN THE "BUILDING
CODE" SECTION. CONSTRUCTION TOLERANCES SHALL CONFORM TO THE
BUILDING STANDARDS SPECIFIED IN THE "BUILDING CODE" SECTION.
3.THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE, THEY DO
NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL
PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING
CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO,
BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.
OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT
INCLUDE INSPECTION OF THE ABOVE ITEMS.
4.THE CONTRACTOR SHALL BE RESPONSIBLE FOR TEMPORARY BRACING AS
REQUIRED FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL
MEMBERS ARE IN PLACE AND FINAL CONNECTIONS HAVE BEEN COMPLETED IN
ACCORDANCE WITH THE PLANS.
5.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND
THE MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED
TO PERFORM THE WORK.
6.DO NOT SCALE DRAWINGS. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS
PRIOR TO CONSTRUCTION. THE ARCHITECT SHALL BE NOTIFIED OF ANY
DISCREPANCIES OR INCONSISTENCIES PRIOR TO CONSTRUCTION.
7.FRAMING MEMBERS WHICH ARE NOT DIMENSIONED SHALL BE EQUALLY SPACED
BETWEEN DIMENSIONED POINT OF MEMBERS.
8.IF ANY ERRORS OR OMISSIONS APPEAR TO EXIST IN THESE DRAWINGS,
SPECIFICATIONS, OR OTHER CONTRACT DOCUMENTS; THE CONTRACTOR SHALL
NOTIFY THE STRUCTURAL ENGINEER OR ARCHITECT IN WRITING OF SUCH
OMISSION OR ERROR BEFORE PROCEEDING WITH THE WORK.
9.NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND
TYPICAL DETAILS. WHERE NOTES AND DETAILS ON DRAWINGS AND THESE
GENERAL NOTES AND TYPICAL DETAILS ARE IN CONFLICT THE MOST STRINGENT
SHALL APPLY. CONDITIONS NOT SPECIFICALLY SHOWN SHALL BE CONSTRUCTED
AS SHOWN FOR SIMILAR WORK, SUBJECT TO REVIEW BY THE STRUCTURAL
ENGINEER.
10.CONTRACTOR SHALL COORDINATE THE STRUCTURAL DRAWINGS WITH DRAWINGS
FROM ALL OTHER DISCIPLINES, INCLUDING BUT LIMITED TO ARCHITECTURAL, CIVIL,
MECHANICAL AND ELECTRICAL.
11.SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:
A.SIZE AND LOCATION OF ALL DOOR AND WINDOW OPENINGS.
B.SIZE AND LOCATION OF ROOF AND FLOOR OPENINGS.
C.SIZE AND LOCATION OF ALL NON-BEARING PARTITIONS.
D.EXTERIOR WALL SYSTEMS.AND FINISH REQUIREMENTS
E.DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS.
12.ALL MATERIALS SHALL BE DELIVERED, STORED AND HANDLED ACCORDING TO THE
MANUFACTURER'S RECOMMENDATIONS AND INSTALLATION INSTRUCTIONS.
PROTECT ALL ITEMS FROM DAMAGE, MOISTURE, CORROSION, OR DETERIORATION
BEFORE, DURING AND AFTER INSTALLATION.
SUBMITTALS CONT.
3."SHOP DWGS" - SUBMIT COMPLETE SHOP DRAWINGS SUFFICIENT TO SHOW
QUANTITIES AND KINDS OF MATERIALS, METHODS OF ASSEMBLY, AND ALL DATA
REQUIRED FOR FABRICATION, ERECTION, AND INSTALLATION. IF DEVIATIONS,
DISCREPANCIES OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE
CONTRACT DOCUMENTS ARE DISCOVERED, EITHER PRIOR TO OR AFTER REVIEW
BY THE STRUCTURAL ENGINEER, THE DESIGN DRAWINGS SHALL CONTROL AND
SHALL BE FOLLOWED. RESPONSIBILITY FOR ADHERENCE TO THE CONTRACT
DOCUMENTS LIES SOLELY WITH THE CONTRACTOR. DIMENSIONS AND QUANTITIES
ARE NOT REVIEWED BY THE STRUCTURAL ENGINEER AND THEREFORE MUST BE
VERIFIED BY THE CONTRACTOR.
4."CALCS" - SUBMIT SIGNED AND SEALED CALCULATIONS PREPARED BY A
DESIGN PROFESSIONAL AUTHORIZED TO PERFORM WORK IN THE PROJECT
JURISDICTION. CALCULATIONS SHALL INDICATE THE MAGNITUDE AND
DIRECTION OF ALL LOADS IMPOSED ON THE BASIC STRUCTURE. THE
5.THE CONTRACTOR SHALL REVIEW, STAMP AND APPROVE SUBMITTALS PRIOR TO
REVIEW BY THE STRUCTURAL ENGINEER. UNREVIEWED OR UNSTAMPED
SUBMITTALS WILL BE RETURNED TO THE CONTRACTOR UNREVIEWED.
6.COMMENTS OR MARKS ON SUBMITTALS ARE A NORMAL AND EXPECTED PART OF
THE SUBMITTAL PROCESS AND SHALL NOT BE USED AS A BASIS FOR CHANGE
ORDERS. TIME REQUIRED TO REVISE AND RESUBMIT ANY SUBMITTAL SHALL BE
CONSIDERED INHERENT TO THE SUBMITTAL REVIEW PROCESS AND SHALL NOT
BE DEEMED A CHANGE ORDER.
7.RESUBMITTALS SHALL HAVE ALL REVISIONS CLEARLY IDENTIFIED WITH DRAWING
CLOUDS AND REVISION DATES. THE STRUCTURAL ENGINEER SHALL NOT BE
RESPONSIBLE FOR THE REVIEW OF ANY UNMARKED REVISIONS.
SUBSTITUTIONS
1.CONTRACTOR REQUESTED CHANGES OR SUBSTITUTIONS 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. A CURRENT ICC-ES
REPORT AND A LIST STATING THE ITEM-FOR-ITEM SUBSTITUTION MUST BE
SUBMITTED TO THE STRUCTURAL ENGINEER FOR ANY PROPOSED
SUBSTITUTIONS. THE CONTRACTOR WILL BE RESPONSIBLE FOR ANY ADDITIONAL
ENGINEERING EFFORT AND ASSOCIATED FEES REQUIRED FOR REVIEW AND
APPROVAL OF REQUESTED CHANGES AND SUBSTITUTIONS.
FOUNDATIONS
1.SUBGRADE PREPARATION INCLUDING, DRAINAGE, EXCAVATION, COMPACTION,
AND FILLING REQUIREMENTS SHALL CONFORM STRICTLY WITH THE
RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE
GEOTECHNICAL ENGINEER.
2.ALL FOUNDATIONS SHALL BE FOUNDED A MINIMUM OF 18 INCHES BELOW LOWEST
ADJACENT FINAL FINISH FLOOR OR GRADE. FOOTING DEPTHS ARE MINIMUM
DIMENSIONS, AND MAY BE CHANGED BY THE SOILS ENGINEER IN ORDER TO
ACHIEVE THE REQUIREMENTS OF THE APPROVED SOILS REPORT. EXPOSED SOIL
SHALL BE INSPECTED FOR COMPLIANCE WITH THE SOILS REPORT PRIOR TO
PLACING REINFORCING STEEL.
3.ALL RETAINING WALLS SHALL HAVE FREE DRAINING OR GRAVELY BACKFILL AT
LEAST 24 INCHES THICK, OR DRAINAGE MATTING, FULL HEIGHT OF WALL. PROVIDE
SUBSURFACE DRAINAGE AT THE BASE OF ALL RETAINING WALLS. BACKFILL SHALL
NOT BE PLACED FOR AT LEAST 7 DAYS AFTER THE CONCRETE POUR.
SPECIAL INSPECTION
1.SPECIAL INSPECTION BY A REGISTERED DEPUTY BUILDING INSPECTOR, IN
CONTRACT WITH THE OWNER AND APPROVED BY THE ARCHITECT AND THE
BUILDING OFFICIAL, SHALL BE REQUIRED FOR THE FOLLOWING TYPES OF WORK:
ITEM BUILDING CODE
REFERENCE
STEEL 1705.2 AND
AISC 360 CHAPTER N
DETAIL VERIFICATION
WELDING OF STRUCTURAL STEEL
CONCRETE 1705.3
SPECIFIED f'c GREATER THAN 2500 PSI
PLACING OF REINFORCING STEEL
SOIL 1705.6
PREPARED BEARING SURFACES
SOIL COMPACTION
SPECIAL SYSTEMS 1705.1.1
EXPANSION/EPOXY ANCHOR BOLTS
2.SPECIAL INSPECTIONS SHALL NOT BE REQUIRED WHEN THE WORK IS DONE ON
THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED BY THE BUILDING
OFFICIAL TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. CERTIFICATES
OF COMPLIANCE SHALL BE SUBMITTED TO THE BUILDING OFFICIAL FROM THE
FABRICATORS OR MANUFACTURERS OF THE FOLLOWING COMPONENTS:
PREFABRICATED WOOD JOISTS
PREFABRICATED WOOD TRUSSES
3.SUMMARY REPORTS OF ALL INSPECTIONS AND TEST RESULTS SHALL BE
DISTRIBUTED TO THE OWNER, ARCHITECT, STRUCTURAL ENGINEER, AND
BUILDING OFFICIAL WITH DEFICIENCIES CLEARLY NOTED.
4.DEFICIENCIES SHALL BE REPORTED TO THE CONTRACTOR ON A DAILY BASIS.
CONCRETE
1.ALL CONCRETE CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE
BUILDING CODE AND ACI SPECIFICATIONS.
2.CONCRETE SHALL CONFORM TO THE STRENGTH, WATER-CEMENT RATIO,
EXPOSURE CLASS, MAXIMUM UNIT WEIGHT AND CEMENT TYPE SPECIFIED IN THE
SCHEDULE BELOW. CONCRETE STRENGTHS SHALL BE VERIFIED BY 28-DAY
CYLINDER TESTS.
STRENGTH MAX WATER/EXPOSURE AIR
ELEMENT f'c (PSI) CEMENT RATIO CLASS CONTENT
FOOTINGS 2,500 0.50 C0, F0, S0, W0 -
WALLS 3,500 0.55 C1, F1, S0, W1 5%
A.PORTLAND CEMENT SHALL CONFORM TO ASTM C-150.
B.COARSE AND FINE AGGREGATE SHALL CONFORM TO ASTM C-33.
C.WATER SHALL BE CLEAR AND SHALL CONFORM TO ASTM C-1602.
D.CONCRETE MIXING OPERATIONS SHALL CONFORM TO ASTM C-94.
E.AIR ENTRAINMENT SHALL CONFORM TO ASTM C-260.
3.CONTRACTOR MAY USE AN ADMIXTURE SYSTEM TO PRODUCE FLOWABLE
CONCRETE. MAXIMUM SLUMP SHALL NOT EXCEED 8 INCHES MEASURED AT THE
PUMP.
4.THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR
REINFORCEMENT PLACED IN CAST-IN-PLACE CONCRETE:
A.CONCRETE CAST AGAINST AND PERMANENTLY
EXPOSED TO EARTH:3"
B.CONCRETE EXPOSED TO EARTH OR WEATHER:
#6 THROUGH #18 BARS 2"
#5 BAR, W31 OR D31 WIRE, AND SMALLER 1 1/2"
C.CONCRETE NOT EXPOSED TO WEATHER OR IN
CONTACT WITH GROUND:3/4"
5.PLACEMENT OF CONCRETE SHALL CONFORM TO ACI REQUIREMENTS AND THE
CONTRACT DOCUMENTS. HARDENED CONCRETE SHALL BE ROUGHENED TO 1/4"
AMPLITUDE AND A CONCRETE BONDING AGENT SHALL BE USED AT ALL LOCATIONS
WHERE NEW CONCRETE WILL BE PLACED AGAINST HARDENED CONCRETE,
UNLESS OTHERWISE NOTED. BONDING AGENT SHALL BE PLACED IN STRICT
ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS, INCLUDING
PREPARATION OF EXISTING SURFACES.
6.SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF ALL VENTS AND DOOR AND
WINDOW OPENINGS IN CONCRETE WALLS. REINFORCING SHALL NOT BE CUT.
CORING OF CONCRETE IS NOT PERMITTED UNLESS APPROVED BY THE
STRUCTURAL ENGINEER.
7.OBSERVE ALL ACI RECOMMENDATIONS FOR HOT OR COLD WEATHER
CONCRETING.
8.TESTING CYLINDERS SHALL BE CAST AND TESTED BY QUALIFIED PERSONNEL IN
ACCORDANCE WITH ACI 318, SECTION 26.12.
9.GROUT SHALL BE NON-SHRINK TYPE CONFORMING TO ASTM C-1107 WITH A
MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 7000 PSI.
10.CONTRACTOR SHALL COMPLY WITH OSHA REGULATION 29 CFR PART 1926,
SUBPART Z - TOXIC AND HAZARDOUS SUBSTANCES, SECTION 1926.1153,
PUBLISHED SEPTEMBER 1, 2016. CONSTRUCTION ACTIVITIES SUCH AS CUTTING,
GRINDING, DRILLING OR CRUSHING CONCRETE OR MASONRY CAN CREATE DUST
WITH RESPIRABLE CRYSTALLINE SILICA PARTICLES. CONTRACTOR SHALL LIMIT
WORKER EXPOSURE TO RESPIRABLE CRYSTALLINE SILICA OR PROVIDE
RESPIRATORY PROTECTION AS REQUIRED PER SECTION 1926.1153.
REINFORCING STEEL
1.REINFORCING STEEL SHALL BE DETAILED, INCLUDING HOOKS AND BENDS, AND
PLACED IN ACCORDANCE WITH ACI 315 AND ACI 318.
2.REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 60.
3.WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-1064.
4.ALL REINFORCING BAR BENDS SHALL BE MADE COLD. BARS SHALL NOT BE
RE-BENT. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE
FIELD BENT.
5.LAP ALL CONTINUOUS REINFORCEMENT (#6 AND SMALLER) 48 BAR DIAMETERS OR
2'-0" MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN ACCORDANCE WITH ACI
318, CLASS B SPLICE. PROVIDE CORNER BARS AT ALL WALL AND FOOTING
INTERSECTIONS.
6.WELDED WIRE FABRIC SHALL BE LAPPED AT SPLICES SUCH THAT A MINIMUM OF
THREE WIRES PARALLEL TO THE SPLICE ARE OVERLAPPED. SPLICES SHALL
OVERLAP A MINIMUM OF 8 INCHES.
7.DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME
GRADE, SIZE AND SPACING AS THE VERTICAL REINFORCING, RESPECTIVELY,
UNLESS OTHERWISE NOTED.
8.PROVIDE #4 x 2'-0" DIAGONAL BAR AT ALL REENTRANT CORNERS OF CONCRETE
SLABS ON GRADE.
9.REINFORCEMENT SHALL BE SECURELY TIED IN PLACE PRIOR TO THE PLACEMENT
OF CONCRETE OR GROUT. CONCRETE REINFORCEMENT SHALL BE SECURED IN
CONFORMANCE WITH ACI-318 SECTION 26.6.2.
POST INSTALLED ANCHORAGE
1.ADHESIVE ANCHORAGES, WHERE SPECIFIED ON THE DRAWINGS, SHALL CONFORM
TO THE FOLLOWING:
A.CONCRETE EPOXY ANCHORS:HILTI HIT-RE 500 V3 ESR-3814
SIMPSON SET XP ESR-2508
2.MECHANICAL ANCHORAGES, WHERE SPECIFIED ON THE DRAWINGS, SHALL
CONFORM TO THE FOLLOWING:
A.CONCRETE EXPANSION ANCHORS:HILTI KWIK BOLT TZ ESR-1917
SIMPSON SB 2 ESR-3037
B.CONCRETE SCREWS HILTI HUS-EZ ESR-3027
SIMPSON TITEN HD ESR-2713
3.ALL POST-INSTALLED ANCHORS SHALL BE INSTALLED IN STRICT CONFORMANCE
WITH THE APPLICABLE ICC-ES REPORT, THE MANUFACTURER'S INSTRUCTIONS
AND MINIMUM EMBEDMENT REQUIREMENTS.
4.ALL ANCHOR EMBED DEPTHS SPECIFIED ON THESE DRAWINGS ARE EFFECTIVE
EMBEDMENT DEPTHS. ADDITIONAL ANCHOR LENGTH AND OR HOLE DEPTH SHALL
BE PROVIDED AS REQUIRED BY THE ANCHOR MANUFACTURER.
5.ALL ANCHORS USED IN EXTERIOR APPLICATIONS, SUBJECTED TO MOISTURE, OR IN
CONTACT WITH PRESSURE TREATED WOOD SHALL BE HOT DIPPED GALVANIZED
PER ASTM A153 OR STAINLESS STEEL, INCLUDING MATCHING NUTS AND WASHERS.
STRUCTURAL STEEL, MISC. METAL
1.STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO
THE BUILDING CODE AND AISC STANDARDS USING LOADS AS DEFINED IN AISC-360
SECTION B3-3 "DESIGN FOR STRENGTH USING LOAD AND RESISTANCE FACTOR
DESIGN (LRFD)".
2.STRUCTURAL STEEL FABRICATION, ERECTION AND DIMENSIONAL TOLERANCES
OF STRUCTURAL STEEL MEMBERS SHALL CONFORM TO AISC 303 REQUIREMENTS
AND THE PROJECT SPECIFICATIONS.
3.STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING, UNLESS OTHERWISE
NOTED ON THE STRUCTURAL DRAWINGS:
A.WIDE FLANGE SHAPES ASTM A992, Fy = 50 KSI
B.PLATES AND BARS ASTM A36, Fy = 36 KSI
C.HOLLOW RECTANGULAR SECTIONS ASTM A500-B, Fy = 46 KSI
D.ANCHOR RODS EMBEDDED IN CONCRETE ASTM F1554 GRADE 36
E.CONNECTION BOLTS A307
4.THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP DRAWINGS FOR
REVIEW AND APPROVAL PRIOR TO THE START OF FABRICATION.
5.WELDING SHALL BE PERFORMED IN ACCORDANCE WITH AWS REQUIREMENTS. ALL
WELDS SHALL BE PREQUALIFIED IN ACCORDANCE WITH AWS AND AISC
STANDARDS. USE E70XX ELECTRODES, UON.
6.ALL WELDS SHALL BE PERFORMED BY WELDERS CERTIFIED IN THE JURISDICTION
HAVING AUTHORITY OVER THIS PORTION OF THE WORK.
7.ALL BOLTS SHALL BE INSTALLED SNUG-TIGHT UNLESS OTHERWISE NOTED.
8.BOLT HOLES IN STEEL SHALL BE 1/16" LARGER THAN THE BOLT DIAMETER, UON.
WOOD
1.LUMBER AND MANUFACTURED WOOD PRODUCTS SHALL CONFORM TO THE
REQUIREMENTS OF THE BUILDING CODE AND NDS SPECIFICATIONS.
2.ALL FRAMING LUMBER SHALL BE KILN DRIED TO A MAXIMUM MOISTURE CONTENT
OF 19 PERCENT AND GRADED AND MARKED IN CONFORMANCE WITH WCLB
STANDARD GRADING AND DRESSING RULES FOR WEST COAST LUMBER NO. 17,
LATEST EDITION.
3.LUMBER SHALL BE SPECIES AND GRADES AS FOLLOWS, UON:
A.JOISTS: HF NO. 2
B.BEAMS:HF NO. 1
C.POST AND TIMBERS:HF NO. 1
D.PLATES, LEDGERS AND MISC LIGHT FRAMING:HF NO. 2
E.STUDS:HF NO. 2
4.ENGINEERED LUMBER:
A. EACH PIECE SHALL BEAR A STAMP NOTING THE NAME AND PLANT NUMBER
OF THE MANUFACTURER, THE GRADE, THE ICC-ES REPORT NUMBER AND
THE QUALITY CONTROL AGENCY. ALL MEMBERS SHALL BE FABRICATED
WITH AN APPROVED ADHESIVE AND MEET THE FOLLOWING MINIMUM
DESIGN PROPERTIES:
B.LAMINATED STRAND LUMBER (LSL)
E = 1300 KSI, Fb = 1700 PSI, Fv = 400 PSI
C.PARALLEL STRAND LUMBER (PSL)
BEAMS: E = 2000 KSI, Fb = 2900 PSI, Fv = 290 PSI
D. DESIGN SHOWN ON THESE DRAWINGS IS BASED ON LUMBER
MANUFACTURED BY TRUS-JOIST WEYERHAEUSER IN ACCORDANCE WITH
ICC ESR-1387. ALTERNATE ENGINEERED LUMBER MAY BE USED SUBJECT
TO REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER.
ENGINEERED WOOD I-JOISTS
1.PREFABRICATED WOOD JOISTS SHALL BE DESIGNED BY THE MANUFACTURER FOR
THE SPANS AND CONDITIONS SHOWN ON THE PLANS AND SHALL BE FURNISHED
AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S PUBLISHED
SPECIFICATIONS.
2.DESIGN LOADS SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED:
LIVE LOAD = SEE DESIGN CRITERIA
DEAD LOAD = 12 PSF
3.DESIGN SHOWN ON THESE DRAWINGS IS BASED ON JOISTS MANUFACTURED BY
TRUS-JOIST WEYERHAEUSER IN ACCORDANCE WITH ICC ESR-1153. ALTERNATE
ENGINEERED WOOD I-JOISTS MAY BE USED SUBJECT TO REVIEW AND APPROVAL
BY THE STRUCTURAL ENGINEER.
4.SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS, SHOWING LAYOUT,
DIMENSIONS, DETAILS AND REQUIRED BRACING TO THE STRUCTURAL ENGINEER
FOR REVIEW PRIOR TO FABRICATION.
5.THE JOIST MANUFACTURER SHALL COORDINATE LOCATIONS AND SUPPORT
CONFIGURATIONS OF PLUMBING, DUCTS AND OTHER MISC ITEMS WITH THE
CONTRACTOR PRIOR TO JOIST FABRICATION.
6.ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS, STIFFENERS, BRACING,
ETC., SHALL BE DETAILED AND FURNISHED BY THE MANUFACTURER. PERMANENT
AND TEMPORARY BRIDGING SHALL BE INSTALLED IN CONFORMANCE WITH THE
MANUFACTURER'S INSTRUCTIONS.
7.ALL JOIST HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH
THE ENGINEERED WOOD I-JOISTS PROVIDED. ALL I-JOIST HANGERS SHALL BE "IUS"
OR "ITS" SERIES, UON.
SUBMITTALS
1.THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER
FOR REVIEW AND APPROVAL PRIOR TO FABRICATION/ ERECTION/ INSTALLATION.
2."PROD DATA" - SUBMIT ADEQUATE DOCUMENTATION THAT THE PRODUCT
PROPOSED TO BE USED MEETS THE REQUIREMENTS ON THESE PLANS.
STRUCTURAL SUBMITTALS
ITEM PROD
DATA
SHOP
DWGS
CALCS
CONCRETE MATERIALS YES --
REINFORCING STEEL YES YES -
PREFABRICATED WOOD TRUSSES YES YES YES
PREFABRICATED WOOD JOISTS YES YES YES
ENGINEERED LUMBER YES YES -
GLUED LAMINATED MEMBERS YES YES -
WOOD CONT.
5.GLUED LAMINATED MEMBERS:
A.ALL GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN ACCORDANCE
WITH AITC 110, AITC 117 AND ANSI/AITC A190.1. EACH MEMBER SHALL BEAR
AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC
CERTIFICATE OF CONFORMANCE.
B.BEAMS SHALL BE COMBINATION 24F-V4 OR 24F-V8 AS NOTED ON THE
DRAWINGS: E = 1800 KSI, Fb=2400 PSI, Fv = 265 PSI
C.CAMBER ALL GLU-LAM BEAMS TO 3,500-FOOT RADIUS, UON.
D.USE EXTERIOR TYPE ADHESIVES.
E.GLUED LAMINATED MEMBERS EXPOSED TO WEATHER OR MOISTURE SHALL
BE TREATED WITH A NON-CORROSIVE, APPROVED PRESERVATIVE.
F.BEAMS SHALL BE INDUSTRIAL APPEARANCE GRADE, UON.
REV DATE DESCRIPTION
PROJ. NO.
DRAWN
CHECKED
DATE
SHEET OF
COFFMAN ENGINEERS INC.C
221651
07/01/2022
SHEET TITLE:
SHEET NO:
1
A
B
C
D
A
B
C
D
1 2 3 4 5
2 3 4 5
BINGHAM ADDITION
1711 69TH PL W,
EDMONDS, WA 98026
PERMIT SET
6P:
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www.coffman.com
ph 360.707.5656
135 W Fairhaven Ave.,
Suite 102
Burlington, WA 98233
BJW
RLR
STRUCTURAL
ABBREVIATIONS
AND NOTES
1
S0.1
RESUB
Dec 14 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2022-0898
The following documentation shall be available on
site for the building inspector:
COE APPROVED ARCHITECTURAL PLAN SET
COE APPROVED STRUCTURAL PLAN SET
COE REVIEWED CALCULATION PACKET
ENERGY CREDIT WORKSHEET
SITE PLAN
CIVIL PLAN
CITY OF EDMONDS BUILDING DEPARTMENT 2021
X
APPROVED
PLANS MUST BE
ON JOB SITE
WOOD FRAMING CONT.
WOOD PROTECTION
1.ALL WOOD PLATES AND BLOCKING IN DIRECT CONTACT WITH CONCRETE OR
MASONRY SHALL BE TREATED IN ACCORDANCE WITH AWPA STANDARD U-1 TO THE
REQUIREMENTS OF USE CATEGORY 2 (UC2). INSTALL (2) LAYERS OF
ASPHALT-IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LUMBER AND
CONCRETE OR MASONRY.
2.ALL FRAMING WHICH WILL BE EXPOSED TO WEATHER OR MOISTURE SHALL BE
TREATED IN ACCORDANCE WITH AWPA STANDARD U-1 TO THE REQUIREMENTS OF
USE CATEGORY 3 (UC3).
3.FIELD TREAT ALL CUTS, END AND HOLES IN PRESSURE TREATED LUMBER WITH
COPPER NAPHTHENATE APPLIED PER MANUFACTURER'S RECOMMENDATIONS.
4.ALL STEEL COMPONENTS, HARDWARE OR FASTENERS FOR WOOD FRAMING
MEMBERS EXPOSED TO THE EXTERIOR, MOISTURE OR IN CONTACT WITH
PRESSURE TREATED LUMBER SHALL BE HOT DIPPED GALVANIZED PER ASTM
A123/A153. LIGHT GAGE CONNECTORS SHALL BE GALVANIZED PER ASTM A653,
TYPE G185 MINIMUM (SUCH AS SIMPSON ZMAX STEEL OR EQUAL) OR TYPE 304 OR
316 STAINLESS STEEL. CONNECTORS FOR PRESERVATIVE TREATED WOOD USING
ONLY SBX/DOT ZINC BORATE NEED NOT BE GALVANIZED.
5.STAINLESS STEEL FASTENERS SHALL BE USED WITH STAINLESS STEEL
CONNECTORS AND HOT DIPPED GALVANIZED FASTENERS PER ASTM A153 SHALL
BE USED WITH GALVANIZED CONNECTORS.
6.PROVIDE FLASHING, SEALANTS AND FINISHES PER THE ARCHITECTURAL
DRAWINGS TO PROTECT ALL EXTERIOR WOOD SURFACES FROM MOISTURE.
WOOD FRAMING
1.ALL WOOD FRAMING DETAILS SHALL BE CONSTRUCTED TO THE MINIMUM
STANDARDS OF THE IBC.
2. DO NOT NOTCH ANY STRUCTURAL WOOD MEMBERS. SEE TYPICAL DETAILS FOR
ALLOWABLE HOLE SIZES AND LOCATIONS FOR UTILITY PASSAGES.
WALL FRAMING
1.ALL BEARING AND EXTERIOR STUD WALLS SHALL BE A MINIMUM OF 2x6 @ 16” OC,
UON. WALL TYPE CALLOUTS SHOWN ON THE PLAN SHALL APPLY TO THE ENTIRE
WALL LINE AT WHICH THE CALLOUT OCCURS. PROVIDE TWO STUDS MINIMUM AT
THE ENDS OF ALL WALLS.
2.ALL EXTERIOR WALLS SHALL BE CLAD WITH WOOD SHEATHING AND NAILED PER
MINIMUM REQUIREMENTS, UON.
3.INSTALL SOLID BLOCKING FOR ALL WOOD COLUMNS AND POSTS THROUGH FLOOR
SPACES TO SUPPORTS BELOW.
4.INSTALL SHEATHING, GYPSUM WALL BOARD OR BOTH ON EACH SIDE OF ALL
BEARING WALLS TO BRACE STUDS AGAINST BUCKLING.
5.PROVIDE CONTINUOUS SOLID BLOCKING AT MID-HEIGHT OF ALL LOAD BEARING
WALLS OVER 12'-0” IN HEIGHT.
6.ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO
WOOD FRAMING BELOW WITH 16d NAILS AT 16” OC STAGGERED, OR BOLTED TO
CONCRETE WITH 5/8” DIAMETER ANCHOR BOLTS @ 4'-0” OC (EMBED 7”), UON.
3” x 3” x .229” PLATE WASHERS SHALL BE USED WITH ALL SILL PLATE ANCHOR
BOLTS. PROVIDE A MINIMUM OF TWO ANCHORS PER SILL PLATE PIECE WITH ONE
ANCHOR PLACED AT 6” FROM EACH END.
7.WHERE MULTIPLE 2x STUDS ARE USED TO CREATE BUILT-UP POSTS OR BLOCKING
EACH ADDED PLY SHALL BE SISTERED TO THE PREVIOUS PLY WITH FACE NAILS.
AT SHEAR WALL END POSTS AND BLOCKING NAILS SHALL BE 10d AT THE EDGE NAIL
SPACING SHOWN IN THE SHEAR WALL SCHEDULE. AT ALL OTHER LOCATIONS
SISTERING NAILS SHALL BE 10d AT 12" OC. SISTERING NAILS SHALL BE
STAGGERED IN ALL INSTANCES.
8.PROVIDE "AC" OR "BC" POST CAPS AT ALL POST TO BEAM CONNECTIONS, UON. AT
POST TO CONCRETE CONNECTIONS PROVIDE "ABU" OF "CBSQ" POST BASES, UON.
POSTS IN WALLS MAY BEAR ON THE SILL PLATE.
FLOOR AND ROOF FRAMING
1.INSTALL DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER
MORE THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN THE FLOORS
AND ROOF.
2. AT BEARING SUPPORTS BEAR JOISTS AND RAFTERS 2" MINIMUM ON PLATES AND
BEAMS, UON. BEAR BEAMS FULL LENGTH AND WIDTH ON SUPPORTING WALL
PLATES AND POSTS, UON.
3.ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON "HU"
SERIES JOIST HANGERS, UON.
4.INSTALL SOLID BLOCKING AT ALL BEARING POINTS.
5.TOENAIL JOISTS TO SUPPORTS WITH THREE 10d NAILS EACH END.
6.TOENAIL BLOCKING TO SUPPORTS WITH THREE 10d NAILS EACH END.
7.NAIL ALL BUILT-UP BEAMS/HEADERS TOGETHER WITH 10d @ 12” OC STAGGERED.
8. PLACE CANTS OR CRICKETS OVER CONTINUOUS ROOF SHEATHING WITH DRILLED
VENT HOLES PER THE ARCHITECTURAL DRAWINGS.
ROOF, FLOOR, AND WALL SHEATHING
1.ALL SHEATHING SHALL BE APA RATED, EXTERIOR EXPOSURE 1 CDX PLYWOOD OR
OSB IN CONFORMANCE WITH IBC SECTION 2303.1.5. SEE DRAWINGS FOR
THICKNESS, SPAN RATING, AND NAILING REQUIREMENTS.
2.SHEATHING SHALL BE MANUFACTURED UNDER THE PROVISIONS OF VOLUNTARY
PRODUCT STANDARDS PS 1-09, PS 2-10, OR APA PRP-108 PERFORMANCE
STANDARDS AND POLICIES FOR STRUCTURAL USE PANELS.
3.PLACE ROOF AND FLOOR SHEATHING WITH FACE GRAIN ORIENTED IN THE
DIRECTION OF THE SPAN. OFFSET ADJACENT ROWS OF SHEATHING PANELS BY
24" MINIMUM, WITH ALL PANEL EDGES BEARING ON SUPPORTS. ADJUST ALL
SHEATHING LAYOUTS SUCH THAT NO PANEL IS LESS THAN 16" LONG.
4.INSTALL APPROVED PANEL EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT
UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL
HAVE APPROVED TONGUE-AND-GROOVE JOINTS OR SHALL BE SUPPORTED WITH
SOLID BLOCKING. ALLOW 1/8” SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR
AND ROOF SHEATHING.
5.AT BLOCKED FLOOR AND ROOF DIAPHRAGMS, INSTALL FLAT 2x BLOCKING AT ALL
UNFRAMED PANEL EDGES AND NAIL WITH SPECIFIED EDGE NAILING PER PLAN.
6.GLUE FLOOR SHEATHING TO ALL SUPPORTING MEMBERS WITH ADHESIVE
CONFORMING TO APA SPECIFICATION AFG-01 OR ASTM D3498.
NAILING
1.MINIMUM NAILING SHALL CONFORM TO IBC TABLE 2304.10.1 OR ICC-ES REPORT
NO. ESR-1539. WHERE NAILING OCCURS IN TWO OR MORE ROWS, THE ON-CENTER
SPACING INDICATED ON THE DRAWINGS SHALL BE FOR EACH ROW.
2.ALL NAILS SHALL BE COMMON WIRE NAILS, UON. PROVIDE MINIMUM NAIL
DIAMETERS AND LENGTHS PER THE SCHEDULE BELOW:
NAIL SIZE DIAMETER x LENGTH
A. SHEATHING NAILS 8d 0.131" x 2-1/4"
10d 0.148" x 2-1/2"
B. FRAMING NAILS 10d 0.148" x 3"
16d 0.162" x 3-1/2"
3.SHEATHING NAILING SHALL NOT BE OVER-DRIVEN.
WOOD CONNECTORS
1.WOOD CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE
MANUFACTURED BY SIMPSON STRONG-TIE AS SPECIFIED IN THEIR CATALOG
NO. C-C-2021. ALTERNATE CONNECTORS MAY BE USED SUBJECT TO REVIEW AND
APPROVAL BY THE STRUCTURAL ENGINEER.
2.ALL CONNECTORS SHALL BE INSTALLED PER THE MANUFACTURER'S
INSTRUCTIONS. INSTALL THE NUMBER, SIZE AND TYPE OF FASTENERS AS
SPECIFIED BY THE MANUFACTURER.
3.ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. INSTALL
WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS
BEARING ON WOOD. INSTALLATION OF BOLTS SHALL CONFORM TO NDS SECTION
12.1.3 AND INSTALLATION OF LAG SCREWS SHALL CONFORM TO NDS SECTION
12.1.4.
4.ALL SHIMS SHALL BE SEASONED AND DRIED, AND BE THE SAME GRADE (MINIMUM)
AS THE MEMBERS CONNECTED.
REV DATE DESCRIPTION
PROJ. NO.
DRAWN
CHECKED
DATE
SHEET OF
COFFMAN ENGINEERS INC.C
221651
07/01/2022
SHEET TITLE:
SHEET NO:
1
A
B
C
D
A
B
C
D
1 2 3 4 5
2 3 4 5
BINGHAM ADDITION
1711 69TH PL W,
EDMONDS, WA 98026
PERMIT SET
6P:
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www.coffman.com
ph 360.707.5656
135 W Fairhaven Ave.,
Suite 102
Burlington, WA 98233
BJW
RLR
STRUCTURAL
NOTES
2
S0.2
1 FOUNDATION-FIRST FLOOR PLAN
1/4"=1'-0"
REV DATE DESCRIPTION
PROJ. NO.
DRAWN
CHECKED
DATE
SHEET OF
COFFMAN ENGINEERS INC.C
221651
11/03/2022
SHEET TITLE:
SHEET NO:
1
A
B
C
D
A
B
C
D
1 2 3 4 5
2 3 4 5
BINGHAM ADDITION
1711 69TH PL W,
EDMONDS, WA 98026
PERMIT SET
6P:
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12/8/2022
www.coffman.com
ph 360.707.5656
135 W Fairhaven Ave.,
Suite 102
Burlington, WA 98233
BJW
RLR
FOUNDATION-FIRST
FLOOR PLAN
3
S2.1
PLAN NOTES:
1. VERIFY ALL DIMENSIONS WITH ARCHITECT. SEE ARCHITECTURAL DRAWINGS FOR CONCRETE
AND WOOD WALL LOCATIONS. FOOTINGS ARE CENTERED ON CONCRETE WALLS, UON.
2. BOTTOM OF ALL FOOTINGS SHOWN IN THIS PLAN SHALL BE AT LEAST 18 INCHES BELOW
GRADE, UON. CONTRACTOR SHALL COORDINATE WITH FINAL SITE GRADES AND MAINTAIN MINIMUM
FOOTING DEPTHS SHOWN ON THE DRAWINGS.
3. POSTS OR JAMB STUDS SUPPORTING BEAMS ABOVE SHALL BE (2) STUDS, UON. POSTS/STUDS SHALL
BE CONTINUOUS TO CONCRETE FOUNDATION. MULTI-STUD POSTS SHALL BE NAILED TOGETHER PER
THE GENERAL STRUCTURAL NOTES.
4. ALL FRAMING SHALL HAVE CONTINUOUS DOUBLE TOP PLATE THAT IS SPLICED PER 8/S5.1 WHERE
REQUIRED.
5. STUD WALLS SHALL BE PER ARCHITECTURAL WALL ASSEMBLIES AND AS FOLLOWS, UON:
EXTERIOR WALLS: 2x6 @ 24" OC
INTERIOR PARTITION WALLS: 2x4 @ 24" OC
SEE 1, 2 & 3/S5.1 FOR ALLOWABLE HOLES & NOTCHES IN STUD AND PLATES.
6. SHEAR WALL TYPE AND EXTENTS ARE AS SHOWN ON PLAN (SEE LEGEND). CONTRACTOR SHALL
INSTALL PLYWOOD PER 19/S5.1 ON SIDE OF WALL INDICATED BY MARK ON PLAN, UON.
7.PROVIDE SHEATHING ON ALL EXTERIOR WALL SURFACES (EVEN THOUGH THOSE NOT INDICATED AS
SHEAR WALLS). SHEATHING SHALL BE 7/16" PLYWOOD OR OSB W/ 8d NAILS @ 6" OC EDGES AND
12" OC FIELD.
8. FLOOR SYSTEM SHALL CONSIST OF 23/32" T&G SHEATHING (PANEL SPAN RATING 48/24). NAIL
SHEATHING WITH 8d NAILS @ 6" OC (EDGES) AND 12" OC (FIELD). GLUE SHEATHING AT ALL SUPPORTS
AND GLUE JOISTS TO SADDLES OF ALL HANGERS WITH ADHESIVE CONFORMING TO APA
SPECIFICATION AFG-01.
9. FLOOR JOISTS SHALL BE 9 1/2" TJI 110 @ 16" OC, UON. WHERE REQUIRED, PROVIDE IUS OR MIU
HANGERS TO MATCH JOIST SIZE AT ALL FLUSH WOOD JOIST-TO-WOOD BEAM OR WOOD JOIST-TO-RIM
JOIST HEADER CONNECTIONS.
10. PROVIDE 1 1/4"x9 1/2" LSL RIM JOIST, TYP UON.
11. ALIGN HOLDOWN WITH POST SUPPORTING GIRDER TRUSS ABOVE.
LEGEND
STRUCTURAL WALL ABOVE (SEE PLAN NOTE 5)
POST ABOVE (SEE PLAN NOTE 3)
HOLDOWN TYPE, SEE 18/S5.1
X LINEAR FEET OF TYPE Y SHEAR WALL, SEE 19/S5.1
Fx FOOTING PER SCHEDULE, SEE 18/S5.2
HDUx
Y
X
FLOOR SHEATHING
PER PLAN NOTE 8 2x10 HF #2 @ 16" OC MIN
15/S5.2
20/S5.2
19/S5.2
6
40'-6"
64'-6"
3
1
/
2
"
x
5
1
/
2
"
1
.
3
E
L
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3
4
T
O
(
E
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S
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T
E
,
T
Y
P
VERIFY NAIL SPACING FOR ENTIRE
LENGTH OF WALL AND INCREASE
NAILING, IF REQUIRED, PER THE
SHEARWALL SCHEDULE.
(E
)
F
L
O
O
R
J
O
I
S
T
@
1
6
"
O
C
,
T
Y
P
(E) WOOD WALL TO
BE REMOVED
(E) WOOD WALL, TYP
F2.5
CONT POST TO NEW
FOOTING BELOW
1 ROOF PLAN
1/4"=1'-0"
REV DATE DESCRIPTION
PROJ. NO.
DRAWN
CHECKED
DATE
SHEET OF
COFFMAN ENGINEERS INC.C
221651
11/03/2022
SHEET TITLE:
SHEET NO:
1
A
B
C
D
A
B
C
D
1 2 3 4 5
2 3 4 5
BINGHAM ADDITION
1711 69TH PL W,
EDMONDS, WA 98026
PERMIT SET
6P:
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11/29/2022
www.coffman.com
ph 360.707.5656
135 W Fairhaven Ave.,
Suite 102
Burlington, WA 98233
BJW
RLR
ROOF PLAN
4
S2.2
PLAN NOTES:
1. VERIFY ALL DIMENSIONS WITH ARCHITECT.
2. ROOF SHEATHING SHALL BE 15/32" T&G SHEATHING (PANEL SPAN RATING 32/16). NAIL SHEATHING
WITH 8d NAILS @ 4" OC EDGES AND 12" OC FIELD.
3.ROOF FRAMING SHALL BE 2x6 @ 24" OC MIN.
4.VERIFY EXISTING FLOOR AND ROOF FRAMING ABOVE AND SHORE EXISTING STRUCTURE AS REQUIRED
TO INSTALL NEW BEAM.
LEGEND
SPAN DIRECTION OF FRAMING MEMBERS
STRUCTURAL WALL BELOW
POST BELOW
HEADER PER 5/S5.1
BL
W
Hx
BEAM / HEADER
SCHEDULE
MARK TYPE
H1
4x6 HF #2 W/ (1) TRIM
STUD & (1) KING STUD
EA SIDE (KING AND
TRIM STUD NOT REQ'D
AT HANGER)
H2
3 1 2" x 9" 24F-V4
GLULAM W/ (2) TRIM
STUDS & (1) KING STUD
EA SIDE
B = BEAM
H = HEADER, SEE 5/S5.1
ROOF SHEATHING
PER NOTE 2
2X6 ROOF JOIST
@ 24" OC, MIN
ROOF OUTLINE
9/S5.2
10/S5.2
5/S5.2 H1 H2 H1
13/S5.2
SISTER (N) 2x12 HF #2 JOIST TO
EXISTING JOISTS W/ 10d @ 16" OC
STAGGERED. ALTERNATIVELY
W1
0
x
2
6
(2) 1-3/4" x 11-1/4" 2.0E
LVL, SEE NOTE 4
(E
)
F
L
O
O
R
J
O
I
S
T
@
1
6
"
O
C
,
T
Y
P
(E) WOOD WALL, TYP
14/S5.2
12/S5.2
TLOK04 EA SIDE OF STEEL BEAM
THRU FLANGE TO DBL TOP PLATE
AND HEADER.
(E) WOOD WALL BELOW
TO BE REMOVED
HUC46 HANGER
HUC46 HANGER
RECTANGULAR
OR ROUND
OPENING
6
OPENING IN
CONCRETE SLAB ON GRADE
NTS
2"
2'-0" TYP 6'-0" MAX
6'
-
0
"
M
A
X
(1) #4 CTR OF
SLAB, TYP
(1) #4 DIAG CTR
OF SLAB
2'-0"
2'
-
0
"
NOTE:
USE EXPANSION JOINT
WHERE VERTICAL
MOVEMENT IS NOT OF
CONCERN.
1 2" EJ
PRE-MFR JOINT
W/ REINF THROUGH
CONTRACTION JOINT
CONSTRUCTION JOINT
EXPANSION JOINT
EXISTING GRADE
PREPARED BY OTHERS
SAWCUT OR USE 1 8"
PREMOLDED JOINT REINF THROUGH
6" GRAVEL, MIN.
CLASSIFIED AS GW
OR GP PER UNITED
SOIL CLASSIFICATION
SYSTEM, TYP
VAPOR BARRIER, 15 MIL
MIN, COMPLY W/ ASTM
E-1745, TYP
TOOLED JOINT AT
EXPOSED AREAS
D/
3
D
SLAB ON GRADE, SEE PLAN
FOR REINF, TYP
7
SLAB ON GRADE JOINT DETAILS
1"=1'-0"
NOTES:
1. FOR ITEMS NOT NOTED SEE PLAN & SHEAR WALL SCHED.
2. MINIMUM PANEL DIMENSION IS 2'-0".
3. USE FULL SIZE PANELS WHERE POSSIBLE.
EDGE NAILING AT
JOINT (STAGGER)
HOLDOWN ANCHOR
PER PLAN
EDGE NAILING
PER SCHED
HOLDOWN POST
PER HOLDOWN
SCHED
TOP PLATES
FIELD NAILING
EDGE NAILING AT
PLATE (STAGGER)
1 2" MIN EDGE
DISTANCE, TYP
STUD PER PLAN
DOUBLE STUDS AT PLYWOOD
JOINTS WHERE EDGE NAIL
SPACING IS 3" OR LESS (NAIL
TOGETHER W/ 10d NAILS AT
SHEAR WALL EDGE NAIL SPACING)
14 TYP SHEAR WALL ELEVATION
NTS
16 STEPPED FOOTING
1/2"=1'-0"
T
HT
3'
-
0
"
M
A
X
EQUAL T
1'-0" MIN
1.5xHT
2'-0" MIN
MATCH FOOTING
REINF
IF PIPE FALLS IN THESE LOCATIONS
CONT PIPE, TYP
BACKFILL AND
COMPACT TRENCH
SEE SOILS REPORT
NOTE: REBAR
NOT SHOWN
PIPE SLEEVE
CONT PIPE WRAPPED
WITH 1-1/2" COMPRESSIBLE
MATERIAL AT SLEEVE
LEAN CONCRETE
2000 PSI MIN
NO PIPE THIS AREA
STEP FOOTING &
SLEEVE PIPE
THRU WALL
SLEEVE PIPE &
CAST FOOTING
TO BOTTOM OF
TRENCH
1
1.5
UTILITY/PIPE TRENCH
PARALLEL TO FOOTING
FOR FOOTING/GRADE BEAM
THICKNESS AND REINF
SEE FOUNDATION
WALL SECTIONS
NOTES:
1. SINGLE PIPES 8"Ø OR LESS PERPENDICULAR TO AND GREATER THAN 24" CLEAR
BELOW FOOTINGS DO NOT REQUIRE CONCRETE ENCASEMENT. (PIPE GROUPINGS
BELOW 24" SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER).
2.PIPES LARGER THAN 8"Ø SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER.
PROVIDE PIPE SLEEVE AT
FOUNDATION AND WRAP THE
CONT PIPE WITH 1-1/2"
COMPRESSIBLE MATERIAL, TYP
9"
MIN
6"
MI
N
6"
MI
N
SE
E
N
O
T
E
1
IF
P
I
P
E
F
A
L
L
S
IN
T
H
I
S
L
O
C
A
T
I
O
N
T
W
NO VERTICAL
PIPES IN
THIS AREA
18"
MIN
SE
E
N
O
T
E
1
T
6"
SECTION A-A
11 PIPE CLEARANCE @ STRIP FOOTING/GRADE BEAM
1/2"=1'-0"
HORIZ BARS
HORIZ BARS
VERT BARS
(2) #5 MIN
CORNER BARS SAME SIZE &
SPCG AS HORIZ BARS
DOUBLE MAT REINFORCING
NOTE: ALL LAP SPLICES CLASS B TENSION
SINGLE MAT REINFORCING
LAP SPLICE
17 CORNER REINFORCING
1/2"=1'-0"
CORNER BARS SAME SIZE &
SPCG AS HORIZ BARSLAP SPLICE
BOLT SIZE & ANCHOR
SPACING PER SCHED
USE GALVANIZED NAILS PER
GENERAL STRUCTURAL NOTES AT
PRESSURE TREATED SILL PLATES
CONNECTION OF JOIST OR
BLKG TO TOP PLATE PER
SCHED
RIM JOIST OR BLKGSEE FRAMING DETAILS
SEE FRAMING DETAILS
A
A
BEAM PER PLAN, TOENAIL
TO SUPPORTS W/ (2) 16d
EA SIDE
POST PER PLAN
END OF STUD WALL
EXTEND BEAM TO END OF
POST & TOENAIL TO TOP
PLATE W/ (2) 16d EA SIDE
POST/STUDS PER
PLAN
9 TYP FLUSH BEAM SUPPORT
3/4"=1'-0"
CL SPLICE AT
LOWER PLATE
CL SPLICE AT
UPPER PLATE
PROVIDE STUD
BELOW EA SPLICE
ELEVATION
6'-0" MIN
BETWEEN SPLICES
16d @ 12" OC, STAGGERED
ELSEWHERE
(8) 16d @ 4" OC
STAGGERED @ EA
SPLICE
8 TOP PLATE SPLICE
NTS
SINGLE STUD
DOUBLE STUD
11 2"Ø MAX HOLE
3 4" MIN CLR
EA SIDE
21 4"Ø MAX HOLE
112" MIN CLR
EA SIDE
2x62x4
2x6
(3x6 SIMILAR)
2x4
(3x4 SIMILAR)
218"Ø MAX HOLE
5 8" MIN CLR
EA SIDE
314"Ø MAX HOLE
1" MIN CLR
EA SIDE
3 4"MAX
11 4"MAX
6"
MA
X
8"
MA
X
NOTES:
1.NOTCHES SHALL NOT BE ALLOWED IN MORE THAN (2) CONSECUTIVE
STUDS IN BEARING WALLS.
2.CONTACT ENGINEER FOR DIRECTION IF MORE NOTCHES ARE NEEDED.
21 4"Ø MAX
HOLE
11 2"Ø MAX
HOLE
112" MIN
EA SIDE
3 4" MIN
EA SIDE
31 4"Ø MAX
HOLE
218"Ø MAX
HOLE
1" MIN
EA SIDE
5 8" MIN
EA SIDE
2x62x4
NO REINF REQD
2x62x4
STRAP REINF
NOTE:
AT BOTTOM PLATES, FOLLOW GUIDELINES SHOWN
EXCEPT USE CS16 x 2'-0" STRAP.
NOTES:
1.NO MORE THAN (2) CONSECUTIVE STUDS MAY BE BORED IN BEARING WALLS.
2.CONTACT ENGINEER FOR DIRECTION IF MORE HOLES ARE NEEDED.
3.MULTIPLE HOLES IN STUDS SHALL BE SPACED TO PROVIDE (3) DIAMETERS
CLEARANCE BETWEEN HOLES BASED ON LARGER HOLE SIZE.
(NO REINF REQD)
PSPN516Z
STRAP
2 NOTCHES ALLOWED IN STUDS
3/4"=1'-0"3 HOLES ALLOWED THRU STUDS
3/4"=1'-0"1
HOLES
ALLOWED THRU TOP PLATES
3/4"=1'-0"5 TYP HEADER FRAMING
3/4"=1'-0"
TYP STUDS
FULL-HEIGHT KING STUD
PER PLAN
TRIM STUD PER PLAN (NAIL
MULTIPLE STUDS TOGETHER IN
ACCORDANCE WITH GENERAL
STRUCTURAL NOTES)
HEADER PER PLAN, TOE-NAIL TO
SUPPORTS W/ (2) 16d EA SIDE
SOLID BLKG BELOW POST
AS REQD
TYP DBL TOP PLATE, SPLICE
PER 8/S5.1
POST ABOVE,
WHERE OCCURS
NOTES:
1.ALLOWABLE HOLES THROUGH PRE-ENGINEERED PRODUCTS (SUCH AS I-JOISTS) SHALL BE AS
PERMITTED BY MFR.
2.WHERE PROPOSED PENETRATION WOULD NOT CONFORM TO THIS DETAIL, SUBMIT TO ENGINEER
FOR REVIEW (3) DAYS MIN PRIOR TO DRILLING. ANY ADDITIONAL REINFORCING REQUIRED TO
ACCOMMODATE THE NON-CONFORMING PENETRATION SHALL BE PROVIDED AT NO ADDITIONAL
EXPENSE TO THE OWNER.
MIN DIST BTWN
ANY TWO HOLES = 6"
H/
3
H/
3 H
L/4 L/4
L
CL
ALLOWABLE HOLE ZONE
CENTER OF
BEARING, TYP
SOLID JOIST OR BEAM
SOLID WOOD JOIST OR BEAM
PER PLAN (SIM @ STL BM) - NO
HOLES OUTSIDE OF
ALLOWABLE HOLE ZONE
MAX HOLE
DIA=SMALLER OF H/5
OR 0'-6", TYP
4
TYP ALLOWABLE HOLES
THROUGH WOOD MEMBERS
NTS
AT HOLDOWN
HOLDOWN SCHEDULE
STUD SIZE
HDU4
HDU8
HDU5
HDU2
4" STUDS
4" STUDS
6" STUDS
6" STUDS
4" STUDS
4" STUDS
6" STUDS
6" STUDS
(2) 2x4
WALL STUD
SIZE; SEE PLAN
ANCHOR ROD
NOTES:
1. SEE PLAN FOR HOLDOWN TYPES AND LOCATIONS.
2. SEE PLAN FOR TYPICAL STUD SIZES IN SHEAR WALLS.
3. NAIL BUILT-UP POSTS TOGETHER W/ 10d NAIL STAGGERED AT SAME SPACING
AS SHEAR WALL EDGE NAILING.
TYPE
18 HOLDOWN SCHEDULE
NTS
SB5 8x24
SB5 8x24
(2) 2x6
(2) 2x4
(2) 2x6
(3) 2x4
(2) 2x6
(4) 2x4
(3) 2x6
SB5 8x24
SB7 8x24
LTT19 4" STUDS
6" STUDS
(2) 2x4
(1) 2x6
SB5 8x24
NOTES:
1.SEE PLANS FOR SHEAR WALL TYPE, LOCATIONS, AND HOLDOWNS.
2.REFER TO DETAIL 14/S5.1 FOR TYPICAL SHEAR WALL ELEVATION.
3.SHEATHING SHALL BE PLACED ON THE SIDE OF THE WALL WHERE THE SYMBOL OCCURS
ON THE PLAN.
4.ALL INFORMATION IN THE SCHEDULE RELATES TO THE ITEMS SHOWN IN FRAMING DETAILS.
ALL COMPONENTS FOR EACH SHEAR WALL TYPE OCCUR IN THE WALLS BETWEEN THE LEVEL
REPRESENTED BY THE FRAMING PLAN, WHERE THE SHEAR WALL TYPES AND LOCATIONS ARE
SHOWN, AND THE LEVEL ABOVE.
5.AT CONCRETE FOOTINGS, USE 5 8" DIAMETER SILL PLATE BOLTS WITH MINIMUM 7" EMBEDMENT
INTO THE CONCRETE. REFER TO THE SCHEDULE FOR BOLT SPACING.
6.BLOCK ALL UNSUPPORTED SHEATHING EDGES WITH MINIMUM 2x LAID FLAT BEHIND EDGES OF
SHEATHING.
7.SEE GENERAL NOTES FOR SHEATHING GRADES AND SPECIFICATIONS. SHEATHING SHALL
HAVE A MINIMUM SPAN RATING OF 24/0.
8.SEE GENERAL NOTES FOR MINIMUM NAIL DIAMETERS AND LENGTHS.
9.FOR SW2 AND SW3 TYPE SHEAR WALLS, ALL FRAMING MEMBERS RECEIVING EDGE NAILING
FROM ABUTTING PANELS SHALL NOT BE LESS THAN 3" NOMINAL MEMBERS AND NAILS SHALL
BE STAGGERED. DOUBLE 2x MEMBERS MAY BE SUBSTITUTED FOR THE 3x MEMBER, MEMBERS
SHALL BE NAILED TOGETHER PER THE ATTACHMENT FOR THE BOTTOM PLATE NAILING.
10.SEE GENERAL STRUCTURAL NOTES FOR PLATE WASHER MINIMUM SIZE. BOTTOM PLATE
WASHERS SHALL BE LOCATED SUCH THAT THE EDGE OF THE WASHER IS WITHIN 12" OF THE
BOTTOM PLATE ON THE SIDE WITH THE SHEATHING.
19 SHEAR WALL SCHEDULE
NTS
Y
13 WALL CORNER DETAIL
3/4"=1'-0"
WALL SHEATHING,
SEE DETAILS
WALL STUDS PER
PLAN
EDGE NAILING
BACKING FOR
GYPSUM BOARD
HOLDOWN PER
PLAN
HOLDOWN POST,
SEE SCHED
2x6
(3x6 SIMILAR)
2x4
(3x4 SIMILAR)
PSPN516Z
STRAP
3"Ø MAX
HOLE
2" MIN
EA SIDE
41 2"Ø MAX
HOLE
11 4" MIN
EA SIDE
2x8
2x8
PSPN516Z
STRAP
13 4"MAX
8"
MA
X
2x8
(3x8 SIMILAR)
3"Ø MAX
2" MIN CLR
EA SIDE
2x8
2x8
(3x8 SIMILAR)
412"Ø MAX
11 4" MIN CLR
EA SIDE
HOLE
HOLE
CCQ COLUMN CAP SIZE AS
REQD TO FIT POST & BEAM,
UON, ROTATE STRAPS AS
REQD TO AVOID DRYWALL
ECCQ COLUMN CAP,
UON
POST PER PLAN
BEAM PER PLAN.
BEAM CONT OVER POST
WHERE SHOWN ON PLAN
1 2" CLR WHERE BEAM
IS NOT CONTINUOUS
10 BEAM TO POST CONNECTION
3/4"=1'-0"
SHEAR WALL SCHEDULE
EDGE NAILS
FIELD NAILSSTUD SIZETYPE 1 2 3 SOLE PLATE
NAILING 4
SILL PLATE
BOLTS 5
16d @ 21 2" OC 5 8"Ø BOLTS
@ 16" OC
7 16"2
3
4
6
2x STUDS
PER PLAN
8d @ 2" OC
RIM JOIST
SCREWS
TIMBERLOK
TLOK06 @ 6" OC
TIMBERLOK
TLOK06 @ 7" OC
TIMBERLOK
TLOK06 @ 10" OC
TIMBERLOK
TLOK06 @ 15" OC
16d @ 3" OC
16d @ 4" OC
16d @ 6" OC
5 8"Ø BOLTS
@ 24" OC
5 8"Ø BOLTS
@ 32" OC
5 8"Ø BOLTS
@ 48" OC
2x STUDS
PER PLAN
2x STUDS
PER PLAN
2x STUDS
PER PLAN
8d @ 12" OC
8d @ 3" OC
8d @ 12" OC
8d @ 4" OC
8d @ 12" OC
8d @ 6" OC
8d @ 12" OC
PLYWOOD
OR OSB
SHEATHING
7 16"
7 16"
7 16"
REV DATE DESCRIPTION
PROJ. NO.
DRAWN
CHECKED
DATE
SHEET OF
COFFMAN ENGINEERS INC.C
221651
07/01/2022
SHEET TITLE:
SHEET NO:
1
A
B
C
D
A
B
C
D
1 2 3 4 5
2 3 4 5
BINGHAM ADDITION
1711 69TH PL W,
EDMONDS, WA 98026
PERMIT SET
6P:
\
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7/1/2022
www.coffman.com
ph 360.707.5656
135 W Fairhaven Ave.,
Suite 102
Burlington, WA 98233
BJW
RLR
TYPICAL
SECTIONS AND
DETAILS
5
S5.1
JOISTS PER PLAN
W10x26 BEAM
BEAM PER PLAN
PROVIDE STAGGERED
TLOK04 @ 2'-0" OC
(2) ROWS OF 1/2" Ø
BOLTS, CNTR ON BEAM
WOOD FILLER TO MATCH
FLANGE WIDTH, CNTR ON
BEAM (12" WIDTH MIN), TYP
2X CONT NAILER TO
MATCH JOIST HEIGHT,
RIP AS REQ'D
(E) STUD WALL
13 WOOD BEAM TO STEEL BEAM
1"=1'-0"
3"
51
2"
HHUS410 HANGER
4"
MI
N
6"
MI
N
5"5"
3"
CL
R
8"
6"
JOIST PER PLAN
#4x @ 24", ALT HOOKS
NOTE:
SEE 19/S5.1 FOR SHEAR WALL SCHEDULE & HARDWARE.
STUD WALL PER
PLAN
(2) #4 CONT BOT
(2) #4 CONT#4 @ 12" HORIZ
2x PT SILL PLATE FLUSH W/ INSIDE
FACE OF STEM WALL
4
1
2
20 FOOTING AT EXTERIOR WALL
1/2"=1'-0"
5
19 FOOTING AT EXTERIOR WALL
1/2"=1'-0"
2x PT SILL PLATE
FLUSH W/ INSIDE
FACE OF STEM WALL
STUD WALL PER
PLAN
10d @ 4" OC TO
BLKG
JOIST PER
PLAN
LSL BLKG @ 48" OC, TYP
NOTES:
1.SEE 19/S5.1 FOR SHEAR WALL SCHEDULE & HARDWARE.
2.SEE 20/S5.2 FOR INFO NOT SHOWN.
4
1
2
6"
MI
N
11 4" LSL RIM JOIST
11 4" LSL RIM JOIST
FOOTING REINFORCING SCHEDULE
TYPE SIZE (WxLxD)BOTTOM REINFORCING MAX ALLOWABLE LOAD (KIPS)
F1 1'-0"x1'-0"x0'-6"(2) #4 EA WAY 1.4
F1.33 1'-4"x1'-4"x0'-6"(2) #4 EA WAY 2.5
F1.5 1'-6"x1'-6"x0'-6"(2) #4 EA WAY 3.2
F1.67 1'-8"x1'-8"x0'-6"(2) #4 EA WAY 4.0
F2 2'-0"x2'-0"x0'-8"(2) #4 EA WAY 5.7
F2.5 2'-6"x2'-6"x0'-8"(3) #4 EA WAY 8.8
F3 3'-0"x3'-0"x0'-8"(3) #4 EA WAY 12.6
18 FOOTING SCHEDULE
NTS
(E) FLOOR
15 FOOTING AT EXTERIOR WALL
1/2"=1'-0"
FLOOR LEVEL
FLOOR JOIST
PER PLAN
HANGER PER PLAN
2x CONT LEDGER W/ (3)
TLOK04 SCREWS @ 12" OC
STAGGERED
EDGE NAILING
(E) WALL TO BE
REMOVED
9 ROOF LEDGER DETAIL
3/4"=1'-0"
(E) STUD
WALL PER
PLAN
(E) WALL SHEATHING
2x10 CONT LEDGER W/ (2) TIMBERLOK
TLOK06 @ 6" OC AT EA STUD
ROOF SHEATHING
PER PLAN
ROOF JOISTS PER
PLAN W/ (3) 10d
TOENAIL TO LEDGER
2'-0"
MAX
ROOF JOISTS
PER PLAN
2x BLOCKING
H2.5A CLIP
EA JOIST
STUD WALL
PER PLAN
10 EAVE DETAIL
3/4"=1'-0"
NOTE:
SEE 19/S5.1 FOR SHEAR WALL SCHEDULE & HARDWARE.
EDGE NAILING
1
2x CONT
31 2"
MIN
2
OVERHANG (SLOT
THROUGH SHEATHING)
ROOF SHEATHING
PER PLAN
AIR FLOW
BEAM PER PLAN
5 ROOF JOIST OUTRIGGER DETAIL
3/4"=1'-0"
2
1
2'-0"
MAX2x4 OUTRIGGER
@ 24" OC
ROOF JOIST PER
PLAN
ROOF SHEATHING
PER PLAN
2x4 BLKG
EDGE NAILING
2x4 CONT
STUD WALL
PER PLAN
(3) 10d EA
OUTRIGGER
NOTE:
SEE 19/S5.1 FOR SHEAR WALL SCHEDULE & HARDWARE.
TIMBERLOK TLOK06 AT
EA OUTRIGGER
(E)FLOOR JOIST
EDGE NAILING
VERIFY EXISTING FLOOR AND
ROOF FRAMING ABOVE AND
SHORE EXISTING STRUCTURE
AS REQUIRED TO INSTALL
NEW BEAM
LUS28 HANGER
AT EACH JOIST,
TYP
(E) FLOOR
JOISTS
2
1
STUD WALL
PER PLAN
(E) WALL
ABOVE
(E) FLOOR
SHEATHING
14 FLOOR JOISTS PERPENDICULAR
3/4"=1'-0"
FLOOR LEVEL
NOTE:
SEE 19/S5.1 FOR SHEAR WALL SCHEDULE & HARDWARE.
11 4" LSL RIM JOIST
CONT TOP PLATE,
SPLICE PER 8/S5.1 3
12 STEEL BEAM TO WOOD POST
3/4"=1'-0"
POST PER PLAN
(MIN. WIDTH SHALL
MATCH BEAM WIDTH)
STEEL BM PER PLAN
PL18"x3"x0'-7" W/ (2) ROWS
OF (3) 16d EA SIDE
3/16
16d @ 6" OC
REV DATE DESCRIPTION
PROJ. NO.
DRAWN
CHECKED
DATE
SHEET OF
COFFMAN ENGINEERS INC.C
221651
11/03/2022
SHEET TITLE:
SHEET NO:
1
A
B
C
D
A
B
C
D
1 2 3 4 5
2 3 4 5
BINGHAM ADDITION
1711 69TH PL W,
EDMONDS, WA 98026
PERMIT SET
6P:
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12/8/2022
www.coffman.com
ph 360.707.5656
135 W Fairhaven Ave.,
Suite 102
Burlington, WA 98233
BJW
RLR
WOOD FRAMING
SECTIONS AND
DETAILS
6
S5.2