HomeMy WebLinkAboutR-433448co
0
w
0
N
N
T
L0
N
0
N
0
w
z
rr
In
STRUCTURAL STEEL
REFERENCE SPECIFICATIONS
STRUCTURAL STEEL AISC 360 "SPECIFICATION FOR STRUCTURAL STEEL
BUILDINGS"
HIGH STRENGTH BOLTS RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING
HIGH -STRENGTH BOLTS"
WELDING AWS D1.1, TYPICAL
AWS D1.3 FOR STEEL DECK AND COLD -FORMED FRAMING
AWS D1.8 FOR SUPPLEMENTAL SEISMIC PROVISIONS
AWS PREQUALIFIED JOINT DETAILS
WELDER CERTIFICATION AMERICAN WELDING SOCIETY (AWS)
WASHINGTON ASSOCIATION OF BUILDING OFFICIALS
(WABO)
STEEL JOISTS AND BRIDGING SJI STANDARD SPECIFICATIONS
STEEL DECKING ANSI/SDI C "STANDARD FOR COMPOSITE STEEL FLOOR
DECK -SLABS"
ANSI/SDI RD "STANDARD FOR STEEL ROOF DECK"
AISI S100 WITH S2 "NORTH AMERICAN SPECIFICATION FOR
THE DESIGN OF COLD -FORMED STEEL STRUCTURAL
MEMBERS" WITH SUPPLEMENT 2
STEEL MATERIALS
WIDE FLANGE SHAPES (W AND WT) ASTM A 992
PLATES (PL), BARS ASTM A 36 TYPICAL,
ASTM A 572 GRADE 50 WHERE NOTED
ANGLES (L), CHANNELS (C AND MC) ASTM A 36
STRUCTURAL TUBES (HSS) ASTM A 500, GRADE C
STEEL PIPE ASTM A 53, GRADE B
STRUCTURAL BOLTS ASTM F 3125, GRADE A 325
ANCHOR RODS ASTM F 1554, GRADE 36
UNLESS NOTED OTHERWISE
THREADED RODS ASTM A 36, UNLESS NOTED OTHERWISE
WELDING ELECTRODES 70 KSI, LOW HYDROGEN, TYPICAL
60 KSI, MINIMUM, STEEL DECK
STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL CONFORM TO THE
REQUIREMENTS OF IBC CHAPTER 22. ALL MEMBERS ARE TO BE ERECTED WITH NATURAL
MILL CAMBER OR INDUCED CAMBER UP, UNLESS OTHERWISE NOTED ON THE PLANS.
SUBSTITUTION OF MEMBER SIZES OR STEEL GRADE WILL NOT BE ALLOWED WITHOUT PRIOR
APPROVAL BY THE ARCHITECT. A MINIMUM OF TWO BOLTS IS REQUIRED FOR ALL BEAM
CONNECTIONS. ALTERNATIVE CONNECTIONS TO THOSE SHOWN ON THESE DRAWINGS WILL
REQUIRE PRIOR APPROVAL BY THE ARCHITECT.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS AND JOINT
PREPARATIONS THAT INCLUDE, BUT ARE NOT LIMITED TO, ERECTION ANGLES, LIFT HOLES
AND OTHER AIDS, WELDING PROCEDURES, REQUIRED ROOT OPENINGS, ROOT FACE
DIMENSIONS, GROOVE ANGLES, BACKING BARS, COPES, SURFACE ROUGHNESS VALUES,
AND UNEQUAL PARTS.
PORTIONS OF THE SEISMIC FORCE -RESISTING SYSTEM MEMBERS, AS DEFINED IN DETAIL
1/S5.00, ARE DEFINED AS PROTECTED ZONES AND ARE SUBJECT TO THE FOLLOWING
LIMITATIONS:
1. WITHIN THE PROTECTED ZONES, HOLES, TACK WELDS, ERECTION AIDES, AIR -ARC
GOUGING, AND UNSPECIFIED THERMAL CUTTING FROM FABRICATION OR ERECTION
OPERATIONS SHALL BE REPAIRED AS REQUIRED BY THE ENGINEER.
2. WELDED HEADED STUD ANCHORS AND DECKING ATTACHMENTS THAT PENETRATE THE
BEAM FLANGE SHALL NOT BE PLACED ON BEAM FLANGES WITHIN THE PROTECTED
ZONES. ARC SPOT WELDS AS REQUIRED TO SECURE DECKING SHALL BE PERMITTED.
3. WELDED, BOLTED, SCREWED OR SHOT -IN ATTACHMENTS FOR PERIMETER EDGE
ANGLES, EXTERIOR FACADES, PARTITIONS, DUCT WORK, PIPING OR OTHER
CONSTRUCTION SHALL NOT BE PLACED WITHIN THE PROTECTED ZONES.
PROTECTION OF STEEL
STRUCTURAL STEEL AND CONNECTIONS, INCLUDING PLATES AND OTHER STEEL ITEMS
EMBEDDED IN CONCRETE, WHICH ARE EXPOSED TO WEATHER AND NOT TO BE PAINTED
ACCORDING TO THE ARCHITECT, SHALL BE HOT -DIPPED GALVANIZED AFTER FABRICATION IN
COMPLIANCE WITH ASTM A 123. ALL FIELD WELDS ON GALVANIZED MATERIAL SHALL BE
COATED WITH BRUSH APPLIED ZINC -RICH PAINT COMPLYING WITH ASTM A 780.
CLEAN AREAS WHERE GALVANIZING IS DAMAGE OR MISSING AND REPAIR WITH ZINC -RICH
PAINT COMPLYING WITH ASTM A 780. ZINC -RICH PAINT SHALL BE A MINIMUM OF 4 MILS OF
DRY FILM THICKNESS.
STRUCTURAL STEEL AND CONNECTIONS SHALL BE FIREPROOFED WHERE REQUIRED BY THE
ARCHITECT. PRIMARY AND SECONDARY STRUCTURE ARE TO BE AS DEFINED BY THE IBC.
STRUCTURAL MEMBERS SHALL BE ASSUMED TO BE IN A THERMAL UNRESTRAINED
CONDITION FOR THE PURPOSES OF DETERMINING FIREPROOFING THICKNESS. UL DESIGN
SHALL BE IN ACCORDANCE WITH LRFD DESIGN METHODOLOGY.
WHERE SPRAY -APPLIED CEMENTITIOUS FIREPROOFING IS EXPOSED TO WEATHER,
STRUCTURAL STEEL SHALL BE CONSIDERED EXPOSED TO WEATHER, AND SHALL BE
PROTECTED ACCORDINGLY.
ALL COATINGS ARE TO FOLLOW THE SPECIFICATIONS AND PRODUCT MANUFACTURER'S
INSTRUCTIONS.
WELDING
ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS, AND SHALL BE
PERFORMED BY AWS-WABO-CERTIFIED WELDERS. ONLY WELDS THAT ARE PREQUALIFIED,
AS DEFINED BY AWS, OR QUALIFIED BY TESTING SHALL BE USED. SHOP DRAWINGS SHALL
SHOW ALL WELDING WITH AWS A2.4 SYMBOLS. WELDS SHOWN ON THE DRAWINGS ARE
MINIMUM SIZES. INCREASE WELD SIZE TO AWS MINIMUM SIZES BASED ON THICKNESS.
MINIMUM WELD SIZE SHALL BE 3/16-INCH, UNLESS NOTED OTHERWISE. THE WELDS SHOWN
ARE FOR THE FINAL CONNECTIONS. FIELD WELD SYMBOLS ARE SHOWN WHERE FIELD
WELDS ARE REQUIRED BY THE STRUCTURAL DESIGN. WHERE FIELD WELD IS NOT
INDICATED, THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING IF A WELD SHOULD BE
SHOP OR FIELD -WELDED IN ORDER TO FACILITATE THE STRUCTURAL STEEL ERECTION.
WELDING OF THE SEISMIC FORCE -RESISTING SYSTEM SHALL BE EXECUTED IN ACCORDANCE
WITH THE PROVISIONS OF AWS D1.8 "STRUCTURAL WELDING CODE - SEISMIC SUPPLEMENT".
WELDS ASSOCIATED WITH THE SEISMIC FORCE -RESISTING SYSTEM ARE IDENTIFIED WITHIN
THESE DRAWINGS AS FOLLOWS:
NOTE WITHIN WELD TAIL
D1.8 INDICATES WELDS SUBJECT TO REQUIREMENTS OF D1.8
D1.8-DCW INDICATES DEMAND CRITICAL WELDS SUBJECT TO
ADDITIONAL SPECIFIC REQUIREMENTS WITHIN D1.8
WELDS NOTED AS D1.8 SHALL BE MADE WITH FILLER METAL PRODUCING WELDS WITH A
MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FT-LBF AT 0 DEGREES-F AS DETERMINED BY
THE APPLICABLE AWS A5 CLASSIFICATION TEST METHOD. FILLER METAL FOR WELDS NOTED
AS D1.8-DCW SHALL ALSO HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 40 FT-LBF AT
20 DEGREES-F AS DETERMINED BY SECTION A3.4B OF AISC 341-16. CONTRACTOR SHALL
SUBMIT TO THE BUILDING OFFICIAL THE WELDING PROCEDURE SPECIFICATIONS VERIFYING
THESE REQUIREMENTS.
REMOVE FINISHES FROM STEEL PRIOR TO COMPLETING WELDED CONNECTIONS. REPAIR
FINISHES AS REQUIRED PER "PROTECTION OF STEEL" SECTION ABOVE AND PER THE
SPECIFICATIONS.
1601 5th Avenue, Suite 1600
Seattle, WA 98101
206.622.5822
www.kpff.com
STRUCTURAL NOTES- CONTINUED
STEEL DECK
STEEL DECK SHALL CONFORM TO ASTM A 653. WHERE THE DECK IS LEFT PERMANENTLY
EXPOSED, GALVANIZED COATING SHALL CONFORM TO ASTM A 924, G90. IN OTHER AREAS,
GALVANIZED COATING SHALL CONFORM TO ASTM A 924, G60. STEEL DECK SHALL CONFORM
TO THE FOLLOWING:
f, (PSI) USE
40,000 MINIMUM NONCOMPOSITE STEEL ROOF DECK
MINIMUM DECK GAUGES ARE SHOWN ON PLANS AND ARE BASED ON 3-SPAN, UNSHORED
CONDITIONS. HEAVIER DECK GAUGES MAY BE REQUIRED FOR CONDITIONS OTHER THAN
THESE, DEPENDING ON MANUFACTURER'S AND CONTRACTOR'S LAYOUT. DECK SUPPLIER
SHALL VERIFY DECK GAUGES AND CAPACITIES BASED ON ACTUAL DECK LAYOUT AND SPAN
CONDITIONS INCLUDING A 10 PSF SUPERIMPOSED DEAD LOAD ALLOWANCE FOR THE STEEL
ROOF DECK. DEVIATIONS IN DECK GAUGES FROM THOSE SHOWN SHALL BE SUBMITTED TO
THE ARCHITECT, ALONG WITH A VALID ICC REPORT FOR APPROVAL PRIOR TO SHOP
DETAILING.
DECK WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3, "STRUCTURAL WELDING CODE -
SHEET STEEL." WELDERS SHALL BE QUALIFIED BY WABO SHEET STEEL WELDER
CERTIFICATION PROGRAM. ARC SPOT WELD SIZES NOTED ARE BASED ON THE NOMINAL
(VISIBLE) DIAMETER.
CONTRACTOR SHALL PROVIDE CLOSURE PLATES, FLASHING, AND ALL MISCELLANEOUS
COLD -FORMED FRAMING NECESSARY TO COMPLETE THE WORK. THE MINIMUM BEARING
SHALL BE 2 INCHES.
NONCOMPOSITE STEEL ROOF DECK
STEEL ROOF DECK SHALL BE OF THE SIZE, GAUGE, AND MINIMUM SECTION PROPERTIES
SHOWN ON THE PLANS OR AN APPROVED EQUAL. STEEL ROOF DECK FASTENING SHALL BE
AS SHOWN ON THE PLANS. THE MINIMUM END LAP SHALL BE 2 INCHES CENTERED OVER
SUPPORTS.
SUSPENDED CEILINGS, LIGHT FIXTURES, PIPES, DUCTS, MECHANICAL OR ELECTRICAL
EQUIPMENT, OR OTHER UTILITIES SHALL NOT BE SUPPORTED BY THE NONCOMPOSITE
STEEL ROOF DECK WITHOUT APPROVAL OF THE ENGINEER.
HOLES OR COMBINATIONS OF HOLES IN NONCOMPOSITE STEEL ROOF DECK, WHICH CUT
TWO WEBS WHICH ARE CLOSER THAN 24 INCHES ON CENTER IN ANY DECK SPAN, MAY
REQUIRE DECK REINFORCEMENT AND REQUIRE DIRECTION FROM THE ENGINEER.
COLD -FORMED STEEL,
LOAD -BEARING
REFERENCE STANDARDS
• IBC CHAPTER 22, SECTIONS 2210 AND 2211.
• AISI S100 WITH S2 "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD -
FORMED STEEL STRUCTURAL MEMBERS" WITH SUPPLEMENT 2
• AISI S240 "NORTH AMERICAN STANDARD FOR COLD -FORMED STEEL STRUCTURAL
FRAMING"
• AISI S400 "NORTH AMERICAN STANDARD FOR SEISMIC DESIGN OF COLD -FORMED STEEL
STRUCTURALSYSTEMS"
SUBMITTALS
SUBMIT PRODUCT DATA AND PROOF OF ICC-ES OR IAPMO-UES APPROVAL FOR FRAMING
MEMBERS, FASTENERS, AND CONNECTION HARDWARE VALID FOR THE 2021 IBC. ALTERNATE
MATERIALS WITH EQUIVALENT SIZE, SHAPE, STRENGTH AND STIFFNESS SHALL BE SUBJECT
TO REVIEW AND APPROVAL BY THE ARCHITECT.
FRAMING MEMBERS
COLD -FORMED STEEL FRAMING MEMBERS SHALL BE OF THE SIZE, SHAPE, AND GRADE AS
INDICATED ON THE DRAWINGS AND IN ACCORDANCE WITH THE STEEL STUD
MANUFACTURER'S ASSOCIATION ICC EVALUATION REPORT ESR-3064P.
ALL MEMBERS TO HAVE G60 COATING UNLESS NOTED OTHERWISE. ALL EXTERIOR MEMBERS
SHALL HAVE G90 COATING.
MATERIALS
STUDS AND TRACK ASTM A 1003, TYPE H
43 MIL AND THINNER, GRADE 33
54 MIL AND THICKER, GRADE 50
FLOOR JOISTS, ROOF JOISTS AND RIM TRACK TRADEREADY BY CLARKDIETRICH
43 MIL AND THINNER, GRADE 33
54 MIL AND THICKER, GRADE 50
MISCELLANEOUS SHAPES (STRIPS, ASTM A 653, GRADE 50
SHEETS, ANGLES, BRIDGING)
SHEET METAL SCREWS
FRAMING FASTENERS
SHEAR WALL FASTENERS
FLOOR AND ROOF DIAPHRAGM
FASTENERS
WELDING ELECTRODES
ASTM C 1513
GRABBER WAFER HEAD
GRABBER BUGLE HEAD
GRABBER PAN OR HEX HEAD
70 KSI, USE LOW HYDROGEN WHEN WELDING
TO STRUCTURAL STEEL
FRAMING CONNECTORS
CONNECTORS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY AS SPECIFIED IN CATALOG
NO. C-CF-2023. PROVIDE THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY THE
MANUFACTURER UNLESS NOTED OTHERWISE. CONNECTORS ARE TO BE INSTALLED IN
ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR
STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE FASTENERS IN EACH MEMBER
SHEET METAL SCREWS
FASTENERS SHALL BE SELF -DRILLING AND SHALL EXTEND THROUGH THE CONNECTION
WITH A MINIMUM OF 3 EXPOSED THREADS.
WELDING
WELDING OF COLD -FORMED STEEL SHALL CONFORM TO AWS D1.3 AND SHALL BE
PERFORMED BY AWS-WABO CERTIFIED WELDERS.
GALVANIZING
GALVANIZE ALL MEMBERS IN ACCORDANCE WITH ASTM A 653, G60.
COLD -FORMED STEEL ANCHORS TO CONCRETE AND STEEL
WHERE INDICATED ON THE DRAWINGS, PROVIDE ANCHORS PER THE FOLLOWING TABLE.
USE OF ALTERNATE PRODUCTS IS SUBJECT TO THE APPROVAL OF THE ARCHITECT. SUBMIT
PROPOSED ANCHORS TO THE ARCHITECT WITH AN ICC-ES OR IAPMO LIES REPORT VALID
FOR THE 2021 IBC. REFERENCE THE ANCHORS SECTION FOR ADDITIONAL REQUIREMENTS.
COLD -FORMED STEEL ANCHORS TO CONC AND STEEL
APPLICATION
PRODUCT
DIAMETER
EMBED
MIN EDGE
MIN
EVALUATION
DISTANCE
SPACING
REPORT
PAF
H6P
FULLSTEEL
TO STEEL
X S16P8TH
0.145"
PENETRATION
1/2"
1"
SR-175
ESR 1752
(3/16" MIN)
CONCRETE
SIMPSON
ICC-ES
SCREW
TITEN HD
3/8"
2 1/2"
2 3/4"
3"
ESR-2713
ANCHOR
N0.
REVISION
STUD PUNCHOUTS
STUD PUNCHOUTS SHALL BE SPACED 24" OC AT MINIMUM. THE FIRST PUNCHOUT SHALL BE A
MINIMUM OF 10" AWAY FROM THE ENDS OF EACH STUD.
BUNDLED STUDS
TWO STUDS IN A BOXED CONFIGURATION, OR STUD GROUPS OF 3 OR MORE MEMBERS,
SHALL BE SHOP WELDED WITH 1/8" FLARE GROOVE WELDS x 1/2" LONG, BOTH SIDES AT 12"
OC.
INSULATION
PROVIDE INSULATION IN BOXED OR BUILT-UP FRAMING MEMBERS AS REQUIRED BY THE
ARCHITECTURAL DRAWINGS.
COLD -FORMED STEEL JOISTS
JOISTS ARE ASSUMED TO HAVE FULL LATERAL SUPPORT WITH DECKING ATTACHED TO THE
COMPRESSION FLANGE. JOIST ENDS MUST BE BRACED BY RIM TRACK OR BLOCKING.
MINIMUM 3 1/2" JOIST BEARING WIDTH AT WALLS. ADD WEB STIFFENER IF BEARING WIDTH IS
LESS THAN 3 1/2".
RATED SHEATHING
WOOD STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST
EDITION OF U.S. DEPARTMENT OF COMMERCE (DOC) PS-1 "CONSTRUCTION AND INDUSTRIAL
PLYWOOD" OR DOC PS-2 "PERFORMANCE STANDARD FOR WOOD -BASED STRUCTURAL -USE
PANELS". EACH PANEL SHALL BEAR THE APA GRADE TRADEMARK OF THE AMERICAN
PLYWOOD ASSOCIATION.
HARD LID SHEATHING
15/32" 48/24 C-D INT APA WITH EXTERIOR GLUE (CDX)
SHEAR WALL SHEATHING
15/32" 32/16 STRUCT 1, EXPOSURE 1 UNO
ALL HARD LID SHEATHING AND SUBFLOORING SHALL BE INSTALLED FACE GRAIN
PERPENDICULAR TO SUPPORTS OR AS INDICATED ON THE DRAWINGS. ROOF AND
SUBFLOORING SHEATHING SHALL BE UNBLOCKED OR AS INDICATED ON DRAWINGS. INSTALL
WITH 1/8" GAP BETWEEN PANELS. SHEAR WALL SHEATHING SHALL BE BLOCKED AT ALL
PANEL EDGES AS INDICATED IN THE SHEAR WALL SCHEDULE, UNLESS NOTED OTHERWISE.
ERECTION
1. EACH JOIST, RAFTER, ROOF TRUSS, AND WALL STUD SHALL BE IN VERTICAL ALIGNMENT
OVER THE ENTIRE BUILDING HEIGHT.
2. STUDS SHALL BE SEATED INTO THE TOP AND BOTTOM TRACKS WITH LESS THAN 1/16"
GAP BETWEEN THE END OF THE STUD AND THE WEB OF THE TRACK.
3. HANDLING AND LIFTING OF PREFABRICATED PANELS SHALL NOT CAUSE PERMANENT
DISTORTION TO ANY MEMBER.
FIELD CUTS AND NOTCHES
FIELD CUTS OR NOTCHES OF ANY KIND ARE NOT PERMITTED IN LOAD -BEARING COLD -
FORMED STEEL MEMBERS. IF A FIELD CUT IS REQUIRED, THE CONTRACTOR SHALL RECEIVE
DIRECTION FROM THE ARCHITECT PRIOR TO CUTTING.
PERMANENT WALL BRIDGING
WALL BRIDGING AND BRIDGING ANCHORAGE SHOWN IN THESE DRAWINGS SHALL BE
CONSIDERED AS PERMANENT. THIS BRIDGING MUST BE IN PLACE PRIOR TO APPLYING AXIAL
LOAD TO STUDS.
WOOD
WOOD CONSTRUCTION SHALL CONFORM TO ALL REQUIREMENTS OF IBC CHAPTER 23
SAWN LUMBER
SAWN LUMBER SHALL CONFORM TO THE LATEST EDITION OF "GRADING AND DRESSING
RULES" BY WCLIB OR "WESTERN LUMBER GRADING RULES" BY WWPA. LUMBER SHALL BE
SEASONED DRY WITH A MAXIMUM MOISTURE CONTENT OF **15%** "19%" AND BE THE
SPECIES AND GRADE SPECIFIED BELOW.
USE GRADE Fb (PSI) (SINGLE USE)
PLANKING & PLATES
2" TO 4" THICK, 2" AND WIDER HEM -FIR NO. 2 850
DOUGLAS FIR -LARCH NO. 2 900
JOISTS & RAFTERS
2" TO 4" THICK, 2" AND WIDER HEM -FIR NO. 2 850
DOUGLAS FIR -LARCH NO. 2 900
BEAMS & STRINGERS
5"x5" AND LARGER DOUGLAS FIR -LARCH NO. 1 1,350
WOOD FASTENERS AND CONNECTORS
WOOD CONNECTORS SHALL BE SIMPSON STRONG -TIE AS SPECIFIED IN CATALOG NO.
C-C-2021, OR APPROVED EQUAL. INSTALL CONNECTORS IN ACCORDANCE WITH THE
MANUFACTURER'S RECOMMENDATIONS WITH NUMBER AND SIZE OF FASTENERS AS
SPECIFIED BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO
MEMBERS, PLACE ONE-HALF OF THE FASTENERS IN EACH MEMBER. ALL BOLTS IN WOOD
MEMBERS SHALL CONFORM TO ASTM A 307. PROVIDE STANDARD WASHERS UNDER THE
HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. ALL SHIMS SHALL BE
SEASONED DRY AND BE THE SAME GRADE (MIN) AS THE MEMBERS CONNECTED. ALL JOISTS
SHALL BE CONNECTED TO FLUSH BEAMS WITH LU SERIES JOIST HANGERS, UNLESS NOTED
OTHERWISE. ALL DOUBLE AND TRIPLE -JOIST BEAMS SHALL BE CONNECTED TO FLUSH
BEAMS WITH U SERIES HANGERS, UNLESS NOTED OTHERWISE.
ALL FRAMING NAILS SHALL HAVE THE SIZE AND MINIMUM LENGTH AS SPECIFIED IN THE
FOLLOWING TABLE, UNLESS NOTED OTHERWISE. NAIL TYPE SHALL BE COMMON UNLESS
NOTED OTHERWISE. POWER -DRIVEN NAILS AND STAPLES SHALL BE IN ACCORDANCE WITH
ICC-ES ESR-1539. NAILING NOT SHOWN SHALL BE AS INDICATED IN IBC TABLE 2304.10.2.
FRAMING NAILS
TYPE MARK
TYPE
SHANK
DIAMETER
MINIMUM
LENGTH
8d
COMMON
0.131"
21/2"
10d
COMMON
0.148"
3"
16d
COMMON
0.162"
31/2"
16d-SHORT
SHORT
0.131"
31/4"
POWER -DRIVEN NAILS MAY BE SUBSTITUTED FOR COMMON NAILS AT SPACING AS FOLLOWS.
SUBSTITUTIONS FOR NAIL SIZE, SPACING, OR QUANTITY NOT SHOWN REQUIRE APPROVAL.
SURVEYED: SCALE:
DESIGNED:
DRAWN:
oLF 9C
CHECKED: AT FULI SCATF
IF NOT ONE INCH
BY DATE APPR APPROVED: SCALE ACCORDINGLY
ALTERNATE NAILING SCHEDULE
FASTENER
TYPE
SHANK
DIAMETER
LENGTH
SPACING
8d COMMON
0.131"
2 1/2"
16"
12"
8"
6"
4"
3"
2"
16d SHORT
0.131"
3 1/4"
16"
12"
8"
6"
4"
3"
2"
10d COMMON
0.148"
3"
16"
12"
8"
6"
4"
3"
2"
16d SHORT
0.131"
3 1 /4"
12"
10"
6"
4"
3"
2 1/2"
1 1/2"
16d COMMON
0.162"
3 1/2"
16"
12"
8"
6"
4"
3"
16d SHORT
0.131"
3 1 /4"
10"
8"
5"
4"
2 1/2"
2"
ALL FASTENERS AND CONNECTORS IN CONTACT WITH PRESERVATIVE -TREATED LUMBER
SHALL BE GALVANIZED WITH A MINIMUM COATING OF 1.85 OUNCES/SQUARE FOOT.
PRESERVATIVE -TREATED WOOD
WOOD SHALL BE PROTECTED FROM DECAY AND TERMITES IN ACCORDANCE WITH IBC
2304.12. PRESERVATIVE -TREATMENTS SHALL CONFORM TO THE APPROPRIATE STANDARDS
OF THE AWPA FOR SAWN LUMBER, GLUED -LAMINATED TIMBER, ROUND POLES, PILES, AND
MARINE PILES AND SHALL BEAR A TREATMENT IDENTIFICATION MARK BY THE CERTIFYING
AGENCY. THE SELECTED PRESERVATIVE -TREATMENT SHALL CONFORM TO THE "BEST
MANAGEMENT PRACTICES" OF THE WWPI. ALL LUMBER IN CONTACT WITH CMU, CONCRETE,
OR GROUND SURFACES SHALL BE PRESERVATIVE -TREATED. PRESERVATIVE TREATMENT
SHALL NOT REDUCE ALLOWABLE DESIGN STRESSES. LUMBER SHALL ALSO BE TREATED TO
THE M4-16 (FIELD TREATMENT) STANDARD.
R-433448
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
DEVELOPMENT ENGINEERING � �'
msippo 08/13/2025 %j
DATE:
VERTICA° NAVD 1988 RENTON MARKET &PIAZZA
HORI7ONTAI : NA° 1983�1991 CITY OF 07/16/25
CIVIL CONSTRUCTION PERMIT FIFIDRODK
%R]R E N TO N PAGF
DATUM DRAWING NO:
Planning/Building/Public Works Dept. S0.01
STRUCTURAL NOTES
SHFFT: OF.
48 61
co
C)
C)
N
LJ
N
0
0
0
C)
i
N