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SCHEDULE©F SPECIAL INSPECTION ME
<br /> G. CARPENTRY 8.3 FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS AND AROUND ALL OPENINGS IN FLOORS OR IIIMIE
<br /> '� FOSSATTI PAWLAK
<br /> ROOFS UNLESS OTHERWISE NOTED. PROVIDE BRIDGING @ 8-0 OC AND SOLID BLOCKING AT ALL BEARING POINTS. COORDINATE THE SIZE AND �_
<br /> 1. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ANSI STANDARD A190.1. EACH MEMBER SHALL BEAR AN AITC LOCATION OF ALL OPENINGS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. NOTATION: NOTATION:
<br /> OR APA EWS IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC OR APA EWS CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN C INDICATES CONTINUOUS INSPECTION IS REQUIRED 0 OBSERVE MINI STRUCTURAL ENGINEERS
<br /> Westlake Ave N,Ste 205
<br /> BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V4, FB = 2,400 PSI, FV = 240 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS FIR TOENAIL JOISTS TO BEARING SUPPORTS WITH 16D NAILS. UNLESS NOTED OTHERWISE, ATTACH JOISTS TO FLUSH HEADERS OR BEAMS WITH P INDICATES PERIODIC INSPECTION IS REQUIRED PF PERFORM Seattle,WA 98109
<br /> "LU" X DENOTES THE COLUMN IN WHICH FREQUENCY IS REQUIRED Phone:206.456.3071
<br /> COMBINATION 24F-V8, FB = 2400 PSI, FV = 240 PSI. CAMBER ALL GLULAM BEAMS TO 2,000' RADIUS, UNLESS SHOWN OTHERWISE ON THE SIMPSONSERIES METAL JOIST HANGERS TO SUIT JOIST SIZE. ALL DOUBLE JOISTS, BEAMS, AND SLOPED AND/OR SKEWED JOISTS SHALL BE
<br /> PLANS. CONNECTED TO FLUSH MEMBERS WITH U-SERIES JOIST HANGERS UNLESS NOTED OTHERWISE. SKEW AND SLOPE ALL CONNECTORS AS -- DENOTES A ONE-TIME INSPECTION OR FREQUENCY IS DEFINED IN SOME OTHERMANNER ADDITIONAL INFORMATION REGARDING INSPECTIONS &TEST ARE Fax:206.456.3076www.fossatti.com
<br /> REQUIRED. FACE-NAIL ALL MULTI-JOIST BEAMS TOGETHER WITH 16D SPIKES @ 24 OC STAGGERED. PROVIDED IN THE PROJECT SPECIFICATION OR NOTES ON THE
<br /> 2. FRAMING LUMBER SHALL BE GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER,
<br /> ' ADDITIONAL INFORMATION REGARDING INSPECTIONS&TEST ARE PROVIDED IN THE PROJECT
<br /> LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: 8.4 ELECTRICAL, MECHANICAL, PLUMBING AND ARCHITECTURAL SYSTEMS: ALL ELECTRICAL, MECHANICAL, PLUMBING AND ARCHITECTURAL SPECIFICATION OR NOTES ON THE DRAWINGS
<br /> MIN. BASIC SYSTEMS (INCLUDING VERTICAL TRANSPORTATION SYSTEMS, EXTERIOR FINISHES AND CLADDING SYSTEMS) SHALL BE DESIGNED FOR SHRINKAGE
<br /> MEMBER SIZE SPECIES GRADE DESIGN STRESS OF 1/2" VERIFICATION&INSPECTION C P NOTES AISC 360-10 CHAPTER N QUALITY ASSURANCE PLAN QA
<br /> PER FLOOR ABOVE THE UPPERMOST CONCRETE FLOOR LEVEL. y i s� �,s
<br /> TABLE 1705.3-CONCRETE STRUCTURAL STEEL
<br /> v P P
<br /> ri JOISTS AND RAFTERS: 2X, 3X DOUG.FIR #2 FB = 900 PSI THE TOTAL ESTIMATED SHRINKAGE FOR VARIOUS HEIGHT BUILDINGS ARE AS FOLLOWS: 1.Inspection of reinforcing steel,including prestressing X Inspection Prior to Welding c �� F wAsy �ii�"�,
<br /> 4X DOUG.FIR #2 FB - 900 PSI tendons,&placement. r`" `7' ,\C I'v
<br /> Table N5.4-1 c co - 0
<br /> STORIES TOTAL ESTIMATED SHRINKAGE 2.Reinforcing bar welding: t" Le
<br /> BEAMS AND STRINGERS: 6X AND DOUG.FIR #1 FB = 1350 PSI 1 1/2" ty X Welding procedure specification (WPSs) available PF r� l` r
<br /> " a.Verification of weldabili of reinforcingbar other than ,
<br /> LARGER
<br /> ASTM A706 Manufacturer certifications for welding consumables available PF • I "' ;"'
<br /> 2 1 / „ Material identification system (type/grade) 0 �O�� �v`" �` ti
<br /> 3 1-1 2 b. Inspect single-pass fillet welds, maximum 5/16' XG�, 23024 �� v v
<br /> POSTS AND TIMBERS: 6X6, 6X8 DOUG.FIR #1 FC = 1000 PSI 4 2" c. Inspect all other welds X Welder identification system 0 c GIs T'oRAL E ' ()1, >
<br /> FB = 1200 PSI 5 2-1/2" 3.Inspection of anchors cast in concrete. X Fit-up of groove welds (including joint geometry) �v�`ONAL 44,�'
<br /> J TCT
<br /> 4.Inspect anchors post-installed in hardened concrete Joint preparation 0
<br /> TOP AND BOTTOM DOUG.FIR #2 FB = 900 PSI Per ICC-ES Reports
<br /> PARTIAL HEIGHT SYSTEMS SHALL BE DESIGNED FOR PROPORTIONAL SHRINKAGES. members. Dimensions (alignment, root opening, root face, 0
<br /> PLATES AT SHEAR of steel surfaces) a PROJECT
<br /> WALLS AND BEARING LARGER THAN NORMAL FLOOR TO FLOOR HEIGHTS, MOISTURE CONTENT OF FRAMING LUMBER WHEN INSTALLED, TYPE OF FRAMING AND a.Adhesive anchors installed in horizontally or upwardly Cleanliness(condition
<br /> WALLS: inclined orientations to resit sustained tension loads. X Tacking(tack weld quality and location) 0
<br /> OTHER FACTORS MAY INFLUENCE THE ACTUAL SHRINKAGE. Backing type and fit(if applicable) 0
<br /> b. Mechanical anchors and adhesive anchors not defined X
<br /> STUDS, PLATES, & DOUG.FIR #2 FB = 900 PSI Configuration and finish of access holes 0
<br /> MISC. LIGHT FRAMING: H. QUALITY ASSURANCE PLAN FOR SEISMIC RESISTANCE (IBC SECTION 1705) 5.Verifying use of required design mix. X
<br /> 6.Prior to concrete placement,fabricate specimens for Fit up of fillet welds
<br /> 1. THE SEISMIC-FORCE-RESISTING SYSTEMS COVERED BY THIS PLAN INCLUDE: strength tests,perform slump and air content tests,and X Dimensions (alignment, gaps at root) 0
<br /> ALL LUMBER WITH A LEAST DIMENSION OF 2" (NOMINAL) SHALL BE STAMPED SURFACE-DRY AND SHALL HAVE A MOISTURE CONTENT WHEN determine the temperature of the concete. Cleanliness(condition of steel surfaces) 0
<br /> SURFACED AND WHEN INSTALLED OF NOT MORE THAN 19 PERCENT. LUMBER WITH A LEAST DIMENSION OF 4" (NOMINAL) OR GREATER SHALL BE 1.1 CONCRETE SHEAR WALLS AND THEIR FOUNDATIONS AND SLAB ANCHORAGE. 7.Inspect concrete and shotcrete placement for proper X Tacking(tack weld quality and location) 0
<br /> STAMPED SURFACE-GREEN AND AIR-DRIED TO A MOISTURE CONTENT OF NOT MORE THAN 19 PERCENT PRIOR TO ITS USE IN FRAMING THE
<br /> application techniques. Check welding equipment -
<br /> STRUCTURE. 1.2 WOOD ROOF AND FLOOR DIAPHRAGMS, DRAG BEAMS, AND THEIR CONNECTIONS. 8.Verify maintenance of specified curing temperature and X Inspection During Welding CO
<br /> 4-2
<br /> 3. MANUFACTURED LUMBER SHALL BE AS MANUFACTURED BY TRUS JOIST OR APPROVED EQUAL. REQUESTS FOR APPROVAL AS EQUAL WILL 1.3 WOOD SHEAR WALLS, HOLD DOWNS AND THEIR CONNECTIONS. techniques. Table N5.4-2
<br /> Inspect prestressed concrete for: Q
<br /> REQUIRE SUBMITTAL OF ICC REPORT EQUIVALENT TO ESR-1387 FOR LAMINATED STRAND LUMBER (LSL), LAMINATED VENEER LUMBER (LVL), OR Use of qualified welder 0
<br /> a.Application of prestressing forces. XCO
<br /> PARALLEL STRAND LUMBER (PSL). THE MINIMUM ALLOWABLE DESIGN VALUES ARE AS FOLLOWS: 2. TESTING b.Grouting of bondedprestressingsinore tendons. X - Control and handling of welding consumables O
<br /> LSL - FB = 2,250; FV = 400 PSI; E = 1,500,000 PSI 2.1 CONCRETE: CONCRETE CYLINDERS SHALL BE TESTED AS DESCRIBED IN THEIR RESPECTIVE SECTIONS IN THE STRUCTURAL NOTES. TEST 10. Erection of precast concrete members. X Packaging 0 L..11. in situ prior to stressing of Exposure control 0 m I.
<br /> LVL - FB = 2,600; FV = 285 PSI; E = 1,800,000 PSI REPORTS SHALL BE SENT TO THE ENGINEER FOR REVIEW. SEE THE CONCRETE SECTIONS FOR STEEL REINFORCING REQUIREMENTS. 11.Verify i i post-tensioned concrete strength,concrete parior
<br /> prior toe removal of X No welding over cracked tack welds 0
<br /> PSL - FB = 2,900; FV = 290 PSI; E = 2,000,000 PSI 12.tendonInspect formwork for shape,location,and dimensions of Environmental conditions z CD
<br /> 2.2 WOOD CONSTRUCTION: WOOD MEMBERS AND THEIR METAL CONNECTORS SHALL BE STAMPED AS DESCRIBED INx
<br /> THE "CARPENTRY" SECTION OF THE STRUCTURAL NOTES. the concrete member being formed. Wind Speed within limits 0 0 11.E
<br /> 4. PREFABRICATED SOLID WEB WOOD JOISTS SHALL BE DESIGNED BY THE MANUFACTURER FOR THE SPANS AND CONDITIONS SHOWN ON THE TABLE 1705.6-SOILS Precipitation and temperature 0 N
<br /> PLANS AND SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S PUBLISHED SPECIFICATIONS. PREFABRICATED 2.3 STEEL CONSTRUCTION: STRUCTURAL STEEL AND WELDING SHALL COMPLY WITH THE STRUCTURAL GENERAL NOTES. 1.Verify materials below shallow foundations are adequate to X WPS followed Co
<br /> SOLID WOOD JOISTS SHALL BE AS MANUFACTURED BY TRUS JOIST CORPORATION OR APPROVED EQUAL. WEBS MAY BE PLYWOOD OR ORIENTED achieve the design bearing capacity.
<br /> Settings on welding equipment 0 r
<br /> STRAND BOARD. CHORDS SHALL BE LAMINATED VENEER LUMBER (LVL). ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS, STIFFENERS, 3. SPECIAL INSPECTION SHALL BE CARRIED OUT AT FREQUENCY DESCRIBED AND FOR THE MATERIALS DESCRIBED IN THE STRUCTURAL NOTES. 2.Verify excavations are extended to proper depth and have X Travel speed 0
<br /> ETC., SHALL BE DETAILED AND FURNISHED BY THE MANUFACTURER. SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ARCHITECT AND INSPECTION REPORTS SHALL BE SENT TO THE ENGINEER FOR REVIEW. reached proper material.
<br /> STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. PERMANENT AND TEMPORARY BRIDGING SHALL BE INSTALLED IN CONFORMANCE WITH 3. Perform classification and testing of compacted fill Selected welding materials 0
<br /> MANUFACTURER'S STRUCTURAL SPECIFICATIONS. 4. REQUIRED SERVICES OF CONTRACTOR materials. X Shielding gas type/flow rate 0
<br /> Preheat applied 0
<br /> 4.1 THE CONTRACTOR SHALL PROVIDE THE MATERIALS SUBMITTALS TO THE ENGINEER FOR APPROVAL. 4.Vduring
<br /> gfy use of propert andommatpai ti densitiesocoand lift thicknesses X Interpass temperature maintained (min./max.) 0
<br /> 5. SHEATHING SHALL BE APA PERFORMANCE RATED PANELS PER APA "PLYWOOD DESIGN SPECIFICATION", INCLUDING APPLICABLE during placement and compaction of compacted fill.
<br /> SUPPLEMENTS, UNLESS NOTED OTHERWISE. PLYWOOD OR ORIENTED-STRAND BOARD (OSB) PANELS SHALL BE GRADE CD AND ALSO CONFORM TO Proper position (F, V, H, OH) 0
<br /> DOC PS-1 & PS-2. ALL PANELS SHALL BE IDENTIFIED AS EXPOSURE 1 UNLESS NOTED OTHERWISE. PANEL RATING TO BE AS FOLLOWS UNLESS 4.2 THE CONTRACTOR SHALL PROVIDE COPIES OF THE SPECIAL INSPECTION AND TESTING REPORTS TO THE ENGINEER FOR REVIEW.
<br /> 5.Prior to placement of compacted fill,observe subgrade and X Welding techniques REVISIONSP
<br /> NOTED OTHERWISE: 4.3 AS REQUIRED, THE CONTRACTOR SHALL CONSULT THE ENGINEER ON THE INTENT OF THE CONSTRUCTION DOCUMENTS. verify that site has been prepared properly. Interpass and final cleaning 0
<br /> Each pass within profile limitations 0
<br /> ROOF: 19/32" (OR 5/8") THICK, 40/20 1705.11 Special Inspection for Wind Resistance NO. DATE
<br /> 4.4 THE CONTRACTOR SHALL CONTACT THE ENGINEER FOR STRUCTURAL MODIFICATIONS REQUIRED TO MEET UNFORESEEN FIELD CONDITIONS. Each pass meets quality requirements 0
<br /> WALLS: 15/32" THICK, 32/16, OR 1/2" THICK, 24/0 1705.11.1 Structural Wood Inspection After Welding
<br /> FLOORS: 23/32" (OR 3/4") THICK, TONGUE & GROOVE, (48/24) 4.5 THE CONTRACTOR SHALL SUBMIT A "STATEMENT OF RESPONSIBILITY" PER IBC SECTION 1705.3 TO THE OWNER AND THE BUILDING Table N5.4-3 7/01/19 PERMIT REVISIONS
<br /> OFFICIAL WHICH INCLUDES, BUT IS NOT LIMITED TO, A STATEMENT THAT HE/SHE/THEY HAVE REVIEWED THE QUALITY ASSURANCE PLAN. 1. Inspect field gluing operations of elements of the main wind- X
<br /> UNLESS NOTED OTHERWISE ON THE PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS force-resisting system. Welds cleaned 0
<br /> AND NAILED WITH 10D NAILS CO 6"OC TO FRAMED PANEL EDGES AND OVER STUD WALLS SHOWN ON PLANS AND 10d ® 12"OC (10"OC AT 2. Inspect nailing, bolting,anchoring,and other fastening of Size, length, and location of welds PF 9/17/19 PERMIT REVISIONS
<br /> FLOORS) TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED SHEATHING EDGE CLIPS © 16"OC AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR components within the main wind-force-resisting system, Welds meet visual acceptance criteria
<br /> SHEATHING EDGES SHALL HAVE APPROVED TONGUE-AND-GROOVE JOINTS AND EDGE CLIPS. PROVIDE SOLID BLOCKING AT ALL EDGES ONLY WHERE including: Crack prohibition PF
<br /> NOTED ON PLANS. TOENAIL BLOCKING TO SUPPORTS WITH 16D NAILS, UNLESS NOTED OTHERWISE. a. Wood shear walls •
<br /> X Weld/base-metal fusion PF
<br /> b.Wood diaphragms X Walls and diaphragms with
<br /> UNLESS NOTED OTHERWISE ON THE PLANS, WALL SHEATHING MAY BE LAID UP HORIZONTALLY OR VERTICALLY, UNSUPPORTED EDGES SHALL c. Drag struts,braces X fastener spacing greater than 4" Crater cross section PF
<br /> BE BLOCKED AND ALL EDGES SHALL BE NAILED WITH 10d C© 6"OC, NAIL WITH 10d C© 12"OC AT INTERMEDIATE SUPPORTS. NAIL SHEAR WALL d.Shear Panels X on center maybe excluded. Weld profiles PF
<br /> SHEATHING TO ALL HOLDOWN STUDS USING EDGE NAIL SPACING WHEN HOLDOWN STUD DOES NOT OCCUR AT PANEL EDGES. e. Hold-downs X Weld size PF
<br /> Undercut PF
<br /> SHEATHING NAILS SHALL BE DRIVEN FLUSH BUT SHALL NOT FRACTURE THE SURFACE OF THE SHEATHING. VERIFICATION&INSPECTION C P NOTES Porosity PF
<br /> 1705.12 Special Inspection for Seismic Resistance Arc strikes PF
<br /> 6. INTERIOR WOOD MEMBERS IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE-TREATED WITH SODUIM BORATE (SBX). 1705.12.1 Structural Steel In accordance with the quality k-area PF
<br /> WOOD MEMBERS EXPOSED TO WEATHER (UNPAINTED) OR IN DIRECT CONTACT WITH SOIL SHALL BE PRESSURE-TREATED WITH ALKALINE COPPER a.Seismic force-resisting system X assurance requirements of AISC Backing removed and weld tabs removed (if required) PF
<br /> QUATERNARY (ACQ). NOTE THAT ACQ IS EXTREMELY CORROSIVE TO METALS. SBX IS NON-TOXIC TO THE ENVIROMENT. PROVIDE TWO LAYERS OF b.Seismic steel elements X 341
<br /> ASPHALT IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY. ALL METAL CONNECTORS 1705.12.2 Structural Wood Repair activities PF
<br /> IN CONTACT WITH "ACQ" PRESSURE-TREATED LUMBER SHALL BE TYPE 304 OR 316 STAINLESS STEEL. THIS INCLUDES 1.Inspect field gluing operations of elements of the main Document acceptance or rejection of welded joint or member PF
<br /> WASHERS, SCREWS, NAILS, HANGERS, AND ANY OTHER MISCELLANEOUS LT. GAGE METAL CONNECTORS. WHERE ACQ LUMBER IS MISTAKENLY USED seismic-force-resisting system. x Inspection Prior to Bolting
<br /> OR WHERE FIRE RETARDANT PRESSURE-TREATED LUMBER IS USED IN INTERIOR CONDITIONS, G185 ("HOT-DIP" GALVANIZED TO 1.85 OUNCES PER 2.Inspect nailing,bolting,anchoring,and other fastening of Table N5.6-1
<br /> SQUARE FOOT) METAL CONNECTORS MAY BE USED IN LIEU OF STAINLESS STEEL. METAL CONNECTORS 1/2" THICK OR GREATER NEED NOT BE components within the main-seismic-force resisting system, Manufacturer's certification available for fastener materials PF
<br /> GALVANIZED FOR INTERIOR USE, NOR DO THEY NEED TO BE STAINLESS STEEL FOR EXTERIOR USE. METAL CONNECTORS 1/2" THICK PLUS MUST including:
<br /> BE GALVANIZED FOR EXTERIOR USE, UNLESS SPECIFIED OTHERWISE BY THE ARCHITECT. a.Wood shear walls X
<br /> b.Wood diaphragms X Walls and diaphragms with Fasteners marked in accordance with ASTM requirements o 5/28/19 19-042
<br /> 7. WOOD FASTENER NOTES - THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: c. Drag struts&braces X fastener spacing greater than 4" DATE JOB#
<br /> d.Shear Panels X on center may be excluded. Proper fasteners selected for the joint detail (grade,type, bolt 0
<br /> 7.1 NOTATIONS ON DRAWINGS RELATING TO FRAMING CLIPS, JOIST HANGERS AND OTHER CONNECTING DEVICES REFER TO CATALOG NUMBERS e.Hold-downs X length if threads are to be excluded from shear plane) TCB FPP
<br /> OF CONNECTORS MANUFACTURED BY THE SIMPSON STRONG-TIE COMPANY, DUBLIN, CALIFORNIA. EQUIVALENT DEVICES BY OTHER MANUFACTURERS 1705.12.3 Cold-formed steel light-frame construction DESIGN CHECKED
<br /> MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. SUBMIT MANUFACTURER'S CATALOG AND 1. Inspect welding operations of the seismic force-resisting x Proper bolting procedure selected for joint details 0 BDS AS NOTED
<br /> ICC REPORTS TO ARCHITECT AND ENGINEER FOR REVIEW WHEN REQUESTING SUBSTITUTIONS. ALL SPECIFIED FASTENERS MUST BE USED AND system DRAWN SCALE
<br /> PROPER INSTALLATION PROCEDURES MUST BE OBSERVED IN ORDER TO OBTAIN ICC APPROVED LOAD CAPACITIES. VERIFY THAT THE DIMENSIONS OF 2.Inspect screw attachment,bolting,anchoring,and other Connecting elements, including the appropriate faying surface
<br /> THE SUPPORTING MEMBER ARE SUFFICIENT TO RECEIVE THE SPECIFIED FASTENERS. fastening of elements of the seismic-force resisting system, condition and hole preparation, if specified, meet applicable 0
<br /> including: requirements
<br /> 7.2 NAILS SHALL BE MANUFACTURED IN CANADA OR THE UNITED STATES IN SIZES AND TYPES AS FOLLOWS, UNLESS NOTED OTHERWISE: a.Shear walls X
<br /> Pre-installation verification testing by installation personnel
<br /> b.Braces X Walls and diaphragms with observed and documented for fastener assemblies and 0
<br /> PNEUMATIC NAILING - PLAIN SHANK, COATED OR GALVANIZED c. Diaphragms X fastener spacing greater than 4""
<br /> d.Collectors(drag struts} X on center may be excluded. methods used
<br /> 8d = .131 DIAMETER X 2-1/2" MINIMUM LENGTH
<br /> 10d = .148 DIAMETER X 3" MINIMUM LENGTH e.Hold-downs X Proper storage provided for bolts, nuts, washers,and other 0
<br /> 16d = .162 DIAMETER X 3-1/4" MINIMUM LENGTH fastener components
<br /> 20d = .192 DIAMETER X 4" MINIMUM LENGTH Inspection During Bolting
<br /> Table N5.6-2
<br /> HAND NAILING - SINKERS, COATED
<br /> 8d = 11-1/2 GAGE X 2-3/8" Fastener assemblies, of suitable condition,placed in all holes
<br /> 10d = 11 GAGE X 2-7/8" and washers(if required) are positioned as required 0
<br /> 16d = 9 GAGE X 3-1/4" Joint brought to the snug tight condition prior to the SHEET TITLE
<br /> 8. WOOD FRAMING NOTES - THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: 0
<br /> pretensioning operation
<br /> 8.1 ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL Fastener component not turned by the wrench prevented
<br /> BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.10.1 OF THE INTERNATIONAL BUILDING CODE. 0 GENERAL
<br /> COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. from rotating
<br /> Fasteners are pretensioned in accordance with the RCSC STRUCTURAL
<br /> 8.2 WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2X4 STUDS © 16"OC AT INTERIOR WALLS Specification progressing systematically from the most rigid O
<br /> AND 2X6 STUDS ® 16"OC AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL point toward the free edges NOTES
<br /> OPENINGS. UNLESS NOTED OTHERWISE A (2) 2X8 HEADER SHALL BE PROVIDED OVER ALL OPENINGS IN 2X4 STUD WALLS AND A (3) 2X8 HEADER Inspection After Bolting
<br /> OVER ALL OPENINGS IN 2X6 WALLS. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORT BELOW. PROVIDE Table N5.6-3
<br /> CONTINUOUS SOLID BLOCKING AT MID-HEIGHT OF ALL STUD WALLS OVER 8"-0" IN HEIGHT. Document acceptance or rejection of bolted connections PF
<br /> SHEET NO.
<br /> ALL STUD WALLS SHOWN ON STRUCTURAL DRAWINGS SHALL HAVE THEIR LOWER PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16D
<br /> NAILS AT 12"OC STAGGERED OR BOLTED TO CONCRETE OR MASONRY WITH 5/8" DIAMETER BY 10" LONG ANCHOR BOLTS, EMBEDDED 7" AND
<br /> SPACED AT 4'-0"OC MAXIMUM, UNLESS NOTED OTHERWISE (UNO) ON PLANS. SHEAR WALLS REQUIRE MINIMUM 3"X3"X1/4" SQUARE PLATE A.
<br /> WASHERS AT ALL ANCHOR BOLTS. REFER TO THE STRUCTURAL PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING. .
<br /> GENERAL STRUCTURAL NOTES 3
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