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BUILDING CODE & REFERENCE STANDARDS: The "International Building Code" (IBC) 2018 Edition, as adopted and modified by the City of Everett,
<br />governs the design and construction of this project. Reference to a specific section in the Code does not relieve the contractor from compliance with the
<br />entire materials reference standards noted below. The latest edition of the materials reference standards shall be used.
<br />SCOPE OF STRUCTURAL WORK: Repair of section of degraded elevated exterior walkway of building C.
<br />DEFINITIONS: The following definitions apply to these general notes:
<br />* "Structural Engineer of Record" (FOR) - The Structural Engineer who is legally responsible for stamping & signing the structural documents
<br />for the project. The FOR is responsible for the design of the Primary Structural System.
<br />"Specialty Structural Engineer" (SSE) - A licensed professional Engineer, not the EOR, who performs specialty structural engineering
<br />services necessary to complete the structure, who has experience and training in the specific specialty. The General Contractor,
<br />subcontractor, or supplier who is responsible for the design, fabrication and installation of specialty -engineered elements shall retain the
<br />SSE. Submittals shall be stamped and signed by the SSE. Documents stamped and signed by the SSE shall be completed by or under the
<br />direct supervision of the SSE with a PE license issued by the State of Washington.
<br />"Deferred Submittals - Deferred Submittal is engineering work to be designed -by -others or bidder -designed.
<br />NOTE PRIORITIES: Notes on the individual drawings shall govern over these general notes.
<br />SPECIFICATIONS: Refer to these notes, structural drawings, and architectural drawings which serve as specifications for this project.
<br />STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of the project and are not intended to show all
<br />details of the work.
<br />ARCHITECTURAL DRAWINGS: Refer to the Architectural drawings for information including, but not limited to: dimensions, elevations, slopes, door and
<br />window openings, non -bearing walls, stairs, railings, waterproofing, finishes and other nonstructural items.
<br />STRUCTURAL RESPONSIBILITIES: The FOR is responsible for the strength and stability of the Primary Structure in its completed state
<br />CONTRACTOR RESPONSIBILITIES: The contractor is responsible for the means and methods of construction and all job -related safety standards such
<br />as OSHA and WISHA. The contractor is responsible for the strength and stability of the structure during construction and shall provide temporary
<br />shoring,bracing
<br />acing and other elements required to maintain stability until the structure is completed. It is the contractor's responsibility to be familiar with the
<br />work required in the construction documents and the requirements for executing it properly.
<br />The contractor shall submit plans showing the location, weight, size and p g c g t, s anchorage of all hangers supporting all mechanical, electrical, plumbing or
<br />sprinkler loads in excess of 50 pounds. All roof -mounted equipment shall be included on these plans and shall show the weights, sizes,
<br />mounting/attachment details, and locations. Submit plans to the FOR for review prior to installation.
<br />DISCREPANCIES: In case of discrepancies between these general notes, the contract drawings, and specifications, and/or reference standards, the
<br />FOR shall determine which shall govern. Discrepancies shall be brought to the attention of the FOR before proceeding with the work. Accordingly, any
<br />conflict in or between the Contract Documents shall not be a basis for adjustment in the Contract Price.
<br />SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site prior to fabrication and/or construction. Conflicts between the
<br />drawings and actual site conditions shall be brought to the attention of the FOR before proceeding with the work. All underground utilities shall be
<br />determined by the Contractor prior to excavation or drilling.
<br />ADJACENT UTILITIES: The contractor shall determine the locations of all adjacent underground utilities prior to excavation. Any utility information
<br />shown on the drawings and details is approximate and not necessarily complete.
<br />DESIGN CRITERIA
<br />CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads or the capacity of the partially completed
<br />construction.
<br />DEAD LOAD:
<br />Wood Deck = 30 psf (including Gyperete)
<br />Wood Floor = 30 psf (including Gyperete)
<br />Wood Roof =15 psf
<br />Gyperete 1 Floor Topping ('104 PCF) = 8.67 PSF per inch
<br />SNOW LOAD: The roof snow load is determined by using Chapter
<br />7 of ASCE 7-16 in accordance with IBC Section 1608 and with the following factors:
<br />Ground Snow Load, Pg = 25 psf
<br />Flat Roof Snow Load, Pf = 25 psf
<br />Snow Exposure Factor, Ce = 0.9
<br />Importance Factor, Is =1.0
<br />Thermal Factor, Ct =1.0
<br />Slope Factor, Cs =1.0
<br />WIND DESIGN: Wind load is determined using Chapter 26 to
<br />30 of ASCE 7-16 in accordance with IBC Section 1609 with the following factors:
<br />Basic Wind Speed (3-Second Gust)
<br />V = 98 MPH (Ultimate) / 59 MPH (ASD)
<br />Wind Importance Factor Iw = 1.0
<br />Risk -Category = II
<br />Exposure Category = B
<br />GCpi = ±0.18
<br />Components & Cladding Pressure =15 PSF (Ultimate)
<br />Components & Cladding End Zone Pressure = 20 PSF (Ultimate)
<br />Kzt =1.0
<br />Analysis Procedure - Directional Procedure per ASCE 7, Table 27.2-1
<br />SEISMIC_ DESIGN: Earthquake design is determined using Chapter
<br />12 ASCE 7-16 in accordance with IBC Chapter 16 with the following factors:
<br />Importance Factor le = 1.0
<br />Risk Category= II
<br />Ss=1.54g
<br />Sds=1.12g
<br />S1 =0.54g
<br />Shc =0.74g
<br />Site Class = D
<br />Seismic Design Category = D
<br />Redundancy Factor, p = 1.0
<br />Horizontal Irregularities: N/A
<br />Vertical Irregularities: N/A
<br />Wood Structure
<br />0 Basic Seismic Force Resisting System: A-15 (Bearing Wail Systems) Light -framed walls with wood structural panels rated for shear
<br />resistance
<br />a Analysis Procedure: Equivalent lateral force procedure, per ASCE 7-16, Section 12.8
<br />0 R = 6.5
<br />a Cs = 0,176
<br />a Cd=4
<br />0 0=3
<br />Seismic demands on nonstructural components, structural components engineered as part of deferred submittals, and connections of those
<br />components to the primary structure shall be designed
<br />in accordance with the aforementioned building code, the general seismic criteria listed
<br />above, and the requirements of ASCE 7-16.
<br />LIVE LOADS:
<br />Roof (Live)
<br />20 PSF
<br />Roof (Snow)
<br />25 PSF
<br />Residential Floor
<br />40 PSF
<br />Stairs & Landings
<br />100 PSF OR 300# 1 SQR.)
<br />Exit Corridors
<br />100 PSF
<br />Balcony Railing & Guardrails (Residential)
<br />50 PLF
<br />SUBMITTALS
<br />ALTERNATES: Product or manufacturer components specified in these drawings are used as the basis of design for this project. Alternates for specified
<br />items may be submitted to the FOR for review. However, contractor shall submit a current ICC-ESR/IAPMO-ER report identifying that an alternative
<br />component has the same or greater load capacity than the specified item.
<br />SHOP DRAWING REVIEW: Review by the Architect/EOR is for general compliance with the design concept and the contract documents. Dimensions
<br />and quantities are not reviewed by the EOR, and therefore, must be verified by the General Contractor. Markings or comments shall not be construed as
<br />relieving the contractor from compliance with the project plans and specifications, nor departures therefrom. The contractor remains responsible for
<br />details and accuracy; for confirming and correlating all quantities and dimensions; for selecting fabrication processes; for techniques of assembly; and
<br />for performing work in a secure manner. When shop drawings (component design drawings) differ from or add to the requirements of the Structural
<br />drawings they shall be designed and stamped by the responsible SSE. Allow one week for FOR review time.
<br />DEFERRED SUBMITTALS: Per IBC Section 107.3.4.1, drawings, calculations, and product data for the design and fabrication of items that are
<br />designed -by -others shall bear the seal and signature of the Washington State Registered Professional Engineer (SSE) who is responsible for the design
<br />and shall be submitted to the Architect/EOR and the building department for review prior to fabrication. Allow one week for FOR review time.
<br />The SSE shall submit stamped and signed calculations and shop drawings to the FOR for review. Review of the SSE's shop drawings is for general
<br />compliance with design criteria and compatibility with the design of the primary structure and does not relieve the SSE of responsibility for that design. All
<br />necessary bracing, ties, anchorage, and proprietary products shall be furnished and installed per manufacturer's instructions or the SSE's design
<br />drawings and calculations. Submitted drawings shall indicate all reaction forces imparted to the primary structure. The design of the connection to the
<br />primary structure is the responsibility of the supplier and SSE. Submitted calculations are for cursory review only and will generally not be returned
<br />NON-STRUCTURAL COMPONENTS: Design, detailing and anchorage of all nonstructural components shall be in accordance with ASCE 7-16, Chapter
<br />13 and the project specifications. Nonstructural components designed by others shall not induce torsional loading into supporting steel structural
<br />members without additional bracing of those members to eliminate torsional forces. Torsional bracing shall be designed by the nonstructural component
<br />designer and approved by the EOR. Anchorage to the primary structure is per the bidder -design contractor or supplier.
<br />STRUCTURAL OBSERVATIONS: When required by the provisions of Section 1704.6.1, 1704.6.2, or 1704.6.3, the Owner or the Owner's authorized
<br />agent shall employ the FOR to perform structural observations. Structural observations do not include or waive the responsibility for the inspections in
<br />IBC Section 110 or the special Inspections in Section 1705 or other sections in the code.
<br />WOOD FRAMING
<br />REFERENCE STANDARDS: Conform to:
<br />(1) IBC Chapter 23 "WOOD."
<br />(2) NDS and NDS Supplement - "National Design Specification for Wood Construction."
<br />(3) IEBC Chapter 7 "Alterations -level 1"
<br />(4) BCSI 2013 "Building Component Safety Information."
<br />ALTERNATES: Alternates for specified item may be submitted to the FOR for review. Contractor shall submit a current ICC-ESR/IAPMO-ER report
<br />identifying that an alternative component has the same or greater load capacity than the specified item.
<br />IDENTIFICATION: All sawn lumber and pre -manufactured wood products shall be identified by the grade mark or a certificate of inspection issued by the
<br />certifying agency,
<br />Sawn Lumber: Conform to grading rules of WWPA, WCLIB, or NLGA. Finger jointed studs acceptable at interior non-structural walls only.
<br />Member Use
<br />_ Size
<br />Species
<br />Grade
<br />Studs & Plates
<br />2x, 3x
<br />DF
<br />No. 2
<br />Posts
<br />4x
<br />DF
<br />No. 2
<br />Joists
<br />2x
<br />DF
<br />No. 2
<br />Beams
<br />4x
<br />DF
<br />No. 2
<br />R
<br />PlywoodCommerce and the American r
<br />Minimum APA Rating
<br />Location _ Thickness Spein Rating PPyvvood Grade Exposure
<br />Floor 23/32" T&G 24 OC Studd-l-Floor 1
<br />Joist Hangers and Connectors: Simpson Strong -Tie Company Inc. as specified in their latest catalogs was used as the basis of design for this project.
<br />• ! ., • • -•
<br />straps to wood framing as late as possible process to allow the wood to shrink and the building to settle.
<br />Nails andStaples: Conform to IBC Sec 2303.6 "Nails and Staples." Unless noted on plans, nail per IBC Table 230410. 1. Unless noted otherwise all
<br />nails shall be common. Nail sizes specified on the drawings are based on the following specifications:
<br />COMMON NAILS
<br />Size
<br />Length
<br />Diameter
<br />8d
<br />2-1/2"
<br />--
<br />0,131"
<br />10d
<br />3"
<br />0.148"
<br />16d
<br />3-1/2"
<br />0,162"
<br />16d Sinker
<br />3-1/4'
<br />0.148"
<br />Lag Bolts/Thru-Bolts/Anchor Bolts: Conform to ASTM A307. Provide plate washers/BPS washers under the heads and nuts of all bolts and lag screws
<br />bearing on wood.
<br />NAILING REQUIREMENTS: Provide minimum nailing in accordance with IBC Table 2304.10.1 "Fastening Schedule" except as noted on the drawings.
<br />Nailing for roof/floor diaphragms/shear walls shall be per drawings. Nails shall be driven flush and shall not fracture the surface of sheathing.
<br />STANDARD LIGHT -FRAME CONSTRUCTION: Unless noted on the drawings, construction shall conform to ISC See 2308"Conventional Light -Frame
<br />Construction" and IBC Sec 2304 "General Construction Requirements."
<br />(1) Rooffloo �amin �: (Unless noted otherwise on plans and details) Provide double joists/rafters under all parallel bearing partitions and solid
<br />blocking at all bearing points,Provide joists around all roof/floor •. ►ists/rafters shall be stitch -nailed together I y
<br />perpendicular12"OC. Provide roof sheathing edge clips centered between framing at unblocked plywood edges. All floor sheathing shall have tongue and groo
<br />joints or be supported by solid blocking. Allow 1/8" spacing at all panel edges and ends of roof/floor sheathing. Roof/floor sheathing shall be laid
<br />face grain members.
<br />(2) Blocking: (Unless noted otherwise on plans and details) All blocking shall be full -height 2x at solid sawn framing systems or a full -height I -joist or
<br />roof truss. I
<br />MOISTURE CONTENT: Wood material used for this project shall have maximum moisture content of 19% except for the pressure -treated wood sill plate.
<br />TATREATMENT:"Protection against decay and termites." Conform to the pAmerican, ,• e
<br />fastenersglued laminated timber, round poles, wood piles, and marine piles. Follow American Lumber Standards Committee (ALSC) quality assurance
<br />procedures. Products shall bear the appropriate mark. Coat all ends of cut pressure treated framing with treatment complying with AWPA U1.
<br />METAL CONNECTORS/PT WOOD: All metal hardware and , • lumber shall be stainless steel Type 316L. At the
<br />Owner's risk and discretion, hot -dipped galvanized metal hardware and fasteners stainless• •
<br />finish has a minimum zinc content of at least 1.85 oz./SF and its use is coordinated by the Contractor and Wood Supplier for the expected environment
<br />arid moisture exposure for appropriate use based on the method of preservative treatment of the wood.
<br />VI
<br />CONCRETE SCREWS: Concrete screws shall be SIMPSON Titen HD or FOR approved equal with current ICC-ESR/IAPMO-ER report. Install screws
<br />in accordance with manufacturer's instructions. Embedment lengths shall be as shown on the drawings.
<br />r 1ir-N 1^1111 Irl^ItI
<br />DEMOLITION: Contractor shall verify all existing conditions before commencing any demolition. Shoring shall be installed to support existing
<br />construction as required and, in a manner, suitable to the work sequences. Existing reinforcing shall be saved where and as noted on the plans. Saw
<br />cutting, if and where used, shall not cut existing reinforcing that is to be saved. Demolition debris shall not be allowed to damage or overload the existing
<br />structure. Limit construction loading (including demolition debris) on existing floor systems to 40 psf.
<br />(1) All new openings through existing walls, slabs, and beams shall be accomplished by saw cutting wherever possible.
<br />(2) Contractor shall verify all existing conditions and location of members prior to cutting any openings.
<br />(3) Small round openings shall be accomplished by core drilling, if possible.
<br />(4) Where new reinforcing terminates at existing concrete, threaded bars into threaded expansion inserts in existing concrete shall be provided to
<br />match horizontal or vertical reinforcing, unless otherwise noted on plans.
<br />ROT: Contractor shall check for rot at all exterior walls, existing toilet room floors and walls, areas showing water stains, and all wood members in
<br />basement and crawl spaces. All rot shall be removed and damaged members shall be replaced or repaired as directed by the FOR or Architect.
<br />These guidelines outline provide general recommendations for the repair of untreated structural wood frame members that have limited wood decay and
<br />deterioration due to water infiltration.
<br />Temporar S�horinrg: Any structural framing that is unstable or suspect of collapse shall be shored immediately. Safety of the occupants are first priority
<br />on the project site. The contractor is responsible for all temporary shoring of the structure.
<br />Determine the magnitude of decay that penetrates into the structural framing members using a small flathead screwdriver or an awl as a test probe.
<br />Expose the wood rot and decay to the fullest extent possible. Structurally competent wood should be resistant to the insertion of the tool.
<br />Remove all decay from the wood framing or structural member
<br />Wood Treatment: All structural framing with any of the following conditions should be treated with both a onetime surface growth cleaner and a
<br />secondary preservative treatment to limit future growth: minor surface deterioration, significant moisture exposure (moisture content above 19%), or wet
<br />surface. A surface growth cleaner, such as a 50/50 water -bleach mixture, should be sprayed or roller applied to the structural framing to kill surface
<br />growth. A secondary wood preservative treatment that includes a long-term fungicide and growth inhibitor, such as Woodlife Coppercoat, should then be
<br />generously applied to the structural framing. The wood preservative treatment should be applied in accordance with the manufacturer recommendations.
<br />Surface_ Growth: Framing members that have not experienced decay and are structural competent based upon test probing, but exhibit surface growth
<br />may remain in place provided that the mold is removed through chemical treatment.
<br />Replacement: Framing members that require removal and replacement based on the criteria below shall be replaced with new wood framing per the
<br />WOOD FRAMING section of the General Structural Notes. Framing with exterior exposure and/or in contact with concrete shall be pressure -treated. All
<br />metal hardware and fasteners in contact with pressure treated lumber be stainless steel Type 3161. At the Owner's risk and discretion, hot -dipped
<br />galvanized metal hardware and fasteners may be investigated for use in lieu of stainless steel provided that the finish has a minimum zinc content of at
<br />least 1.85 oz. /SF and its use is coordinated by the Contractor and Wood Supplier for the expected environment and moisture exposure for appropriate
<br />use based on the method of preservative treatment of the wood.
<br />STUDS
<br />Minor deterioration on the surface of the stud (up to 3/16" deep) will require removal of the surface rot through a mechanical effort treated with an
<br />appropriate fungicide and with a wood preservative. The addition of a matching stud nailed alongside (sistered) with 10d (0.148"diameter x 3"-long)
<br />common nails @ 12"OC may be necessary to achieve a plumb surface for proper nailing of sheathing and wallboard,
<br />Significant deterioration to the stud (more than 3/16 deep by up to one -quarter of its length) requires sintering or the removal and replacement of the
<br />deteriorated stud. All abutting framing, whether wet or not is to be treated with an approved wood preservative. All studs with significant deterioration at
<br />holdowns must to be addressed by the structural FOR on a case -by -case basis. If studs are removed and replaced at a double -sided shearwall (ie:
<br />plywood on interior and exterior faces), 10d (0.148"®diameter x Y-long) common shearwall sheathing nails must be added to new studs from the interior,
<br />per the shearwall schedule on sheet S 3.0.
<br />TOP AND BOTTOM PLATES
<br />Replace all plates at bearing walls and/or shearwalls which show signs of deterioration with new material. All framing lumber in contact with concrete
<br />shall be replaced with treated framing with an approved wood preservative. The degree of visible deterioration alone should not determine whether a
<br />plate is to be replaced since the plate can trap water between surfaces where it is not readily visible. If decay is suspected, subsurface explorations
<br />should be performed, or the plate should be removed and replaced.
<br />Splice Sill plates to concrete by butting members together and strapping across the joint with a Simpson LSTA24 strap. Provide a minimum of two 5/8"
<br />diameter anchor bolts in each section of the bottom plate. Provide one bolt within 12" of each end of the sill plate and provide a maximum bolt spacing
<br />of 48" on center.. An acceptable retrofit anchor bolt is a 5/8"-diameter x 8%long Simpson TITEN HD with a 3x3 plate washer. Site specific conditions
<br />should be reviewed by the structural EOR.
<br />Top and Bottom Plates at shearwalls that are replaced are to be strapped to adjacent plates with a minimum Simpson LSTA24. Stagger the splice
<br />location of the to plates. New i double p p w sections of top and bottom plates should be plate nailed to the rim joist with 16d 1161" diameter x 3.5"-long)
<br />nails at 4" (minimum, or to match existing) on center. if top and bottom plates are removed and replaced at a double -sided shearwall (le: plywood on
<br />interior and exterior faces), 10d (0,148"diameter x Y-Iong) common shearwall sheathing nails must be added to the sheathing at new studs from the
<br />interior, per the shearwall schedule on sheet S 3.0. Site specific conditions should be reviewed by the structural EOR.
<br />PERIMETER HEADERS AND RIM JOISTS
<br />Minor deterioration on the surface of the rim joist or header (up to 3/16" deep) will require removal of the deteriorated portions, treating the retained
<br />material with a fungicide, an approved wood preservative and infilling the voids as required.
<br />Significant deterioration to the rim joist or header (more than 3/16" into any surface) requires removal and replacement of the deteriorated member.
<br />Consult the structural FOR for specific cases with limited area. All abutting framing, whether wet or not is to be treated with an approved wood
<br />preservative. New section of rim joist should be plate nailed to the at the top and bottom plates with 16d (0.161"-diameter x 3.5,-long) nails at 4"
<br />(minimum, or to match existing) on center.
<br />Built -Up Headers: In locations where the deterioration is limited to the exterior member of built-up headers, the removal and replacement of only the
<br />exterior member is acceptable. The entire length of the header section of the member is to be removed and replaced. (Do not splice)
<br />SOLID SAWN FLOOR JOISTS AND BEAMS
<br />Minor deterioration on the surface of the joist or beam (up to 3/16" deep) will require removal of the deteriorated portions, treating the retained material
<br />with a fungicide, an approved wood preservative and infilling the voids as required.
<br />Significant deterioration to the joist or beam (more than 3/16" into any surface) requires removal and replacement of the deteriorated member. Consult
<br />the structural FOR for specific cases with limited area. All abutting framing, whether wet or not is to be treated with an approved wood preservative.
<br />PLYWOOD FLOOR, ROOF, AND WALL SHEATHING AND GYPSUM WALL SHEATHING
<br />Deteriorated Floor and Roof Sheathing shall be removed and replaced in minimum 4-ft x 4-ft sections. Provide blocking at new sheathing edges, and nail
<br />both new and existing sheathing to the blocking. Nail sheathing with 8d 131"-diameter x 2.5"-long) nails at 6" on center at all edges and 12" on center
<br />at field framing.
<br />Deteriorated Wall Sheathing shall be removed and replaced in minimum 4-ftx4-ft sections. The new and existing sheathing shall be nailed to new
<br />blocking at all panel edges to match the stud depth at the sheathing edges. Nail plywood sheathing with 10d (0.146"-diameter x 3"-long) common
<br />shearwall sheathing nails, per the shearwall schedule on sheet S3.0. use at minimum 10d common nails at 3" on center for floors 1 and 2, and 10d
<br />common nails at 4" on center for floors 3 and 4.
<br />SCALE 1/4„ ® 1'-0"
<br />-- - ---
<br />STRUCTURAL ABBREVIATIONS
<br />AB
<br />ANCHOR
<br />OR BOLT
<br />FLLh
<br />LON��G H�RIZONTAL
<br />ADD'L
<br />ADDITIONAL
<br />I LV
<br />LONG LEG VERTICAL
<br />AIL
<br />ALTERNATE
<br />LONGIT
<br />LONGITUDINAL
<br />ARCH
<br />ARC HITECT(URAI)
<br />Ls
<br />SPLICE LENGTH
<br />ATR
<br />ALL -THREADED ROD
<br />LSL
<br />LAivIINATED STRAND LUMBER
<br />B/
<br />BOTTOM OF
<br />LVI
<br />LAi/1INATEDVENEER I -UMBER
<br />BN
<br />BOUNDARY NAILING
<br />MAT'L
<br />MATERIAL
<br />BI_DG
<br />BUILDING
<br />MAX
<br />MAXIMUM
<br />BIKE
<br />BLOCKING
<br />MECI-i
<br />vIECHANICAL
<br />BOLT
<br />BOTTOM
<br />MFR
<br />MANUFACTURER
<br />BRG
<br />BEARING
<br />MIN
<br />MINIiUIUM
<br />BTWN
<br />BETWEEN
<br />MISC
<br />MISCELLANEOUS
<br />C
<br />CENTERLINE
<br />(NI)
<br />NEW
<br />CJ
<br />CONSTRUCTION or CONTROL JOINT
<br />PIC
<br />NOT IN CONTRACT
<br />CLR
<br />CLEARANCE)
<br />NOM
<br />NOMINAL
<br />CONC
<br />CONCRETE
<br />FITS
<br />NOT TO SCALE
<br />CONiN
<br />CONNECTION
<br />OC
<br />ONI CENTER
<br />CONST
<br />CONSTRUCTION
<br />OPNG
<br />OPENING
<br />CONT
<br />CONTINUOUS
<br />OPP
<br />OPPOSITE
<br />CTRD
<br />CENTERED
<br />OSB
<br />ORIENTED STRAND BOARD
<br />CTSK
<br />COUNTERSINK
<br />OWWJ
<br />OPEN WEB WOOD JOIST
<br />DBL
<br />DOUBLE(R)
<br />PLATE
<br />DEL
<br />DETAIL
<br />PC
<br />PRECAST
<br />DF
<br />DOUGLAS FIR
<br />PE RM
<br />PERIMETER
<br />DIAL
<br />DIAGONAL
<br />PERP
<br />PERPENDICULAR
<br />DN
<br />DOWN
<br />PLY
<br />PLYWOOD
<br />DP
<br />DEPTH
<br />PRE--MFR
<br />PRE -MANUFACTURED
<br />DWI_
<br />DOWEL
<br />PSL
<br />PARALLEL STRAND LUMBER
<br />DWG
<br />DRAWING
<br />P-T
<br />POST -TENSIONED
<br />EA
<br />EACH
<br />PT
<br />PRESS_-RVATIVE ,/PRE SSURE-TREA.ED
<br />EF
<br />EACH FACE
<br />j REF
<br />REFERENCE
<br />EN
<br />EDGE NAILING
<br />REIiNF
<br />REINFORCING
<br />-
<br />EL
<br />r r ,, - i
<br />FLELAHON
<br />r r '
<br />REO D
<br />n-
<br />REQUIRED
<br />EMBED
<br />EMBEDMENT
<br />BET
<br />RETAILING
<br />ENGR
<br />ENGINEER
<br />SHEER
<br />SCHEDULE
<br />EO
<br />EQUAL
<br />SECT
<br />SECTION
<br />ES
<br />EACH SIDE
<br />SHTG
<br />SHEATHING
<br />EW
<br />EACH WAY
<br />SIM
<br />SIMI! AR
<br />(E)
<br />EXISTING
<br />SMS
<br />SHEET METAL SCREW
<br />EXP
<br />EXPANSION
<br />SOX
<br />SLAB -ON -GRADE
<br />EXT
<br />EXTERIOR
<br />SPEC
<br />SPECIFICATION
<br />F/
<br />FACE OF
<br />SO
<br />SQUARE
<br />FL R
<br />FLOOR
<br />SS
<br />STAINLESS STEEL
<br />FNDN
<br />FOUNDATION
<br />STAGE
<br />STAGGERED
<br />ERT
<br />FIRE RETARDANT TREATED
<br />STD
<br />STANDARD
<br />FTAO
<br />FORCED TRANSFER AROUND OPENING
<br />STIFF
<br />STIFFENER
<br />FTG
<br />FOOTING
<br />STRUCT
<br />STRUCTURAL_
<br />GA
<br />GAUGE
<br />SUPPL
<br />SUPPLEMENT
<br />GALV
<br />GALVANIZED
<br />SW'
<br />SHEAR WALL_
<br />GEN
<br />GENERAL
<br />SYM
<br />SYIv1METRICAL
<br />GLB
<br />GLUE LAMINATED BEAM
<br />T/
<br />TOP OF
<br />GR
<br />GRADE
<br />T&B
<br />TOP & BOTTOM
<br />GT
<br />GIRDER TRUSS
<br />T&G
<br />TONGUE & GROOVE
<br />GWB
<br />GYPSUM WALL BOARD
<br />THK, THK'N
<br />THICK; THICKENED
<br />HD
<br />HOIL DOWN
<br />THRU
<br />THROUGH
<br />HDR
<br />HEADER
<br />IRANSV
<br />TRANSVERSE
<br />HE
<br />HEM -FIR
<br />TYP
<br />TYPICAI
<br />HHGR
<br />HANGER
<br />UNO
<br />UNLESS NOTED OTHERWISE
<br />HOR17
<br />HORIZONTAL
<br />VERT
<br />VERTICAI
<br />HSS
<br />HOLLOW STRUCTURAL SECTION (
<br />V I F
<br />VERIFY IN FIELD
<br />HT
<br />HEIGHT
<br />WHS
<br />WELDED HEADED STUD
<br />INT
<br />INTERIOR
<br />WTS
<br />WELDED THREADED STUD
<br />d
<br />DEVELOPMENT LENGTH
<br />WWF
<br />WELDED WIRE FABRIC
<br />(PROJECT)
<br />SHEET TITLE:
<br />STRUCTURAL
<br />GENERAL NOTES
<br />& PLAN
<br />SHEET NUMBER:
<br />0' 2' 4' C
<br />
|