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- GENERAL TES -
<br />1 DESIGN BASIS: Designed in accordance with the 2015 International
<br />Building Code (113C).
<br />2 OCCUPANCY CATEGORY: 11 (per IBC Table 1604.5)
<br />3 DESIGN DEAD / LIVE LOADS
<br />- Floor Dead Load: 15 PSF
<br />- Floor Live Load:40 PSF
<br />- Deck Live Load: 60 PSF
<br />- Roof Dead Load: 15 PSF Typical (Incl. Framing)
<br />- Roof Live Load: 20 PSF Typical
<br />4 DESIGN SNOW LOADS (ASCE 7-10)
<br />- Ground Snow Load: Pg = 25 PSF
<br />- Flat Roof Snow Load: Pf c 20 PSF
<br />- Minimum Uniform Roof Snow Load = 25 PSF (unreducible)
<br />- Snow Load Importance Factor: Is =1.0
<br />5 DESIGN WIND LOADS (ASCE 7-10)
<br />- V (3-sec gust) = 110 MPH / Exposure: D / Importance Iw = 1.0
<br />- Components & Madding: Component and cladding -wind pressures to be
<br />used for the design of exterior components and cladding (by others) Shall
<br />be determined in accordance with ASCE 7 and the IBC.
<br />6 DESIGN SEISMIC LOADS (ASCE 7-10)
<br />- Site Class = D
<br />- Seismic Design Category = D / Importance le = 1.0
<br />Ss = 127.7% / S1 = 48.6%
<br />- Sds = 0.736 / Sd1 = 0.401
<br />Building System: Dearing Wall System
<br />- Light frame wood walls with structural wood Shear panels
<br />- Response Modification Factor Used: (R) = 6.5
<br />7 QUALITY: Contractor Shall ensure high Standards of worksmanship
<br />throughout, with Strict adherence to the contract documents and all
<br />governing codes and standards.
<br />3 DESIGN RESPONSIBILITY: Kingworks is responsible only for the design
<br />of the primary structural system as shown in the contract documents.
<br />Design of all Secondary Structure or non -Structural elements are by others.
<br />0 DISCREPANCIES: Notify the Engineer immediately of any discrepancies
<br />between these notes, the contract drawings, the specification, or the
<br />governing code.
<br />10 VERIFICATIONS: Verify all existing conditions; verify all dimensions in the
<br />field; verify architectural, mechanical and electrical openings for size,
<br />location and number; notify the Engineer of any discrepancies,
<br />substandard existing conditions, or conditions not included in or contrary to
<br />the Contract Documents prior to Shop drawing submittal or construction.
<br />11 DRAWING COORDINATION: Coordinate the structural drawings with
<br />drawings from all other disciplines (including but not limited to Architectural,
<br />Civil, Mechanical, and Electrical).
<br />12 COMPLETED FORM. The structure shown in these drawings is designed
<br />to be Stable and to resist the loads above only in a fully completed fora.
<br />Contractor shall ensure that the structure is adequately braced and Shored
<br />during construction for all temporary loads until all elements are in place,
<br />and Shall ensure that temporary loadings do not exceed the allowable
<br />capacity of any structural elements both before and after these elements
<br />are in place.
<br />13 MEANS AND METHODS: Contractor is Solely responsible for site Safety,
<br />coordination, procedures, construction methodology, shoring, bracing,
<br />sequencing, and all other "means and methods" of construction except
<br />where specifically Shown in the Contract Documents.
<br />14 PROTECTION AND BRACING: Contractor is solely responsible for the
<br />protection of existing buildings, utilities, streets, equipment, etc. during
<br />construction. Provide temporary bracing and protection as required.
<br />15 SCALING: Do not scale drawings. See architectural drawings for
<br />dimensions, and notify the Architect of any discrepancies.
<br />16 ALTERATIONS: Any holes or other alterations to the Structure which are
<br />not Specifically detailed on the Contract Drawings shall be submitted to the
<br />engineer for approval.
<br />17 DELIVERY, STORAGE AND HANDLING: All products Shall be delivered,
<br />stored, and handled according to the Manufacturer's recommendations and
<br />installation instructions. Protect all items from damage, moisture, corrosion,
<br />or other deterioration before, during and after installation.
<br />13 COPYRIGHT: These drawings, and all designs Shown within these
<br />drawings, are copyrighted by Kingworks Consulting Engineers. Duplication
<br />is not permitted without written permission. The designs shown herein are
<br />intended for this project only and may not be used on any other project or
<br />for any other purpose.
<br />®- SPECIAL INSPECTIONS, TESTING, AND STRUCTURAL OBSERVATION =�
<br />1 GENERAL: A Special inspection agency Shall be retained by the owner to
<br />perform inspections according to IBC Chapter 17. The following scheduled
<br />structural Special inspection and testing regimen Shall be cross-referenced
<br />with the IBC and its referenced standards for more specific requirements
<br />and exceptions. Special inspection and test reports shall be Submitted to
<br />the Building Official, Architect and Structural Engineer in accordance with
<br />IBC 1704.2.4.
<br />Epoxy or Adhesive G See ICC-ES report
<br />Anchors Used in
<br />Horizontal or Overhead
<br />Position
<br />All Other Anchors P (except where C req'd by See ICC-ES report
<br />Installed in Hardened ICC-ES report)
<br />Concrete or Masonry
<br />SPECIAL INSPECTIONS, TESTING, AND STRUCTURAL OBSERVATION m-
<br />2 STRUCTURAL OBSERVATION: Kingworks will perform Structural
<br />Observations in accordance with IBC Section 1704.6 only if required by the
<br />building officals. These observations provide intermittent checks of general
<br />conformance to the design intent and are in addition to (not replacing) the
<br />third -party Special inspection regimen. It Shall be the Contractor's
<br />responsibility to keep the Structural Engineer apprised of the general
<br />schedule of construction, such that observations may be made at
<br />appropriate Stages before significant Structural components (such as
<br />reinforcing bars, framing members, or wall holdowns) are obscured.
<br />c
<br />F r O, ;,
<br />t.
<br />ALLOWABLE BEARING PSF when
<br />subjected to wind or seismic loadings). (IBC Presumptive)
<br />2 VERIFICATIONS: Verify of tunnels, electrical
<br />contractors.cells, pits, pipes, floor drains, trenches and floor recesses with architectural,
<br />mechanical and electrical
<br />3 UTILITIES- Utilities .e not to pass through beneath
<br />and other concrete work on grade except as shown in specific details.
<br />All footings shall be centered below columns and walls,
<br />framingunless dimensioned otherwise.
<br />5 BAGKFILL: Do not backfill against below -grade walls until strength has
<br />been achieved and floor
<br />FROST PROTECTION:
<br />gradefinished to the bottom of the footing, for perimeter wall foundations
<br />and isolated exterior foundations.
<br />EXCAVATION -: Excavation slope shall not exceed that permitted by
<br />local regulation, except as -
<br />d by the geotechnical
<br />®® ANCHORAGE TO CONCRETE --
<br />I MATERIALS (unless noted otherwise in the drawings)
<br />Concrete or grout must cure for a minimum of 21 days prior to drilling any
<br />holes or placing post -installed anchors.
<br />- Anchor type Shall be according to the drawings. All post -installed anchors
<br />installed in concrete Shall have ICC-ES reports demonstrating IBC
<br />compliance for use in cracked concrete and for seismic loading.
<br />Substitutions not permitted without written permission by IOW,
<br />- Pre -approved Epoxy for post -installed threaded rod or reinforcing in
<br />concrete base material: HILTI HIT -RE 500 V3 or Simpson SET-XP or
<br />DEWAL I /Dowers Pure110+.
<br />Pre -approved "Expansion Anchors" in concrete base material: HILT
<br />Kwik-Bolt TZ or Simpson Strong -Bolt 2, or DEWALT/Powers Power®Stud+
<br />SD2.
<br />- Pre -approved "Screw Anchors" in concrete base material: HILT! HUS-EZ
<br />or Simpson Titen HD or DEWALT/mowers Screw -Bolt+.
<br />Post -installed or Cast -in -Place Threaded Rod (Anchor): ASTM A36
<br />- Post -installed Reinforcing: ASTM A615 Grade 60
<br />2 EMBEDMENT: Anchor embedment in base material shall be per the
<br />drawings, which Shall govern over the typical values shown below. Where
<br />not othertrrrise indicated, provide embedment as follows:
<br />- Epoxy to Concrete: Min Embed = 12 x (Rod/Bar O) for 5/3" 0 (#5) or
<br />smaller, 14 x (Rod/Bar O) for 3/4" O (#6) or larger
<br />- Expansion Anchor to Concrete: Min Embed = 0 x (Anchor )
<br />- Screw Anchor to Concrete: Min Embed = 0 x (Anchor O)
<br />- PAF to Concrete or GMU: Min Embed = 1 1 /4", Min Edge Distance = 3"
<br />- Cast -In -Place Anchor: Min Embed = 7" to top ofembedded washer or
<br />hook
<br />3 INSTALLATION: Post -installed anchor hole diameter, drilling depth,
<br />cleaning and installation procedure shall be in accordance with the current
<br />Manufacturer's Printed Installation Instructions (MPII) provided in the
<br />ICC/ES report. Holes shall be drilled with rotohammer equipment.
<br />Core -drilled hales are not permitted unless Specifically noted otherwise.
<br />4 COLD -WEATHER INSTALLATION: Do not use epoxy or adhesive anchors
<br />outside of their rated temperature range. Contact the Structural Engineer
<br />for alternate if the base material temperature may be IeSS than 40 degrees
<br />during installation or curing.
<br />5 CASTAN-PLACE ANCHORS: Cast -in -place anchors Shall have nut and
<br />washer at embedded end, UON. Anchors shall be affixed to the form to
<br />prevent movement during pouring, vibration, or Set-up and Shall not be
<br />"Stabbed" into wet concrete or grout. Verify adequate length of exposed
<br />thread to fully engage all attached work.
<br />6 FINISHES: All anchors used at exterior, or where Subject to moisture, or
<br />where in contact with pressure treated wood, Shall be hot -dip galvanized
<br />per ASTM A153 or Stainless steel, including matching washers and nuts.
<br />7 REINFORCEMENT LOCATIONS: All post -installed anchors Shall be
<br />located to avoid drilling into reinforcements unless specifically approved by
<br />the Engineer. Reinforcement shall be placed with consideration for
<br />locations of post -installed anchors. Do not damage reinforcing during
<br />drilling operations.
<br />1 MATERIALS
<br />- Required concrete strength "f'c" shall be evaluated at 23 days (56 days
<br />OK for fly ash or slag concrete).
<br />Conform to following concrete material Schedule requirements.
<br />-® CONCRETE MATERIAL SCHEDULE --
<br />f'c W/CM COARSE FLY SLAG TOT
<br />(PSI) (MAX) AGG ASH F.A.+SLAG
<br />(MAX)
<br />FOOTINGS / 3000 0.60 1 1 /2" 0-25% 30-50% 30%-50%
<br />WALLS
<br />*2500 PSI HAS BEEN USED FOR DESIGN
<br />-- REINFORCED CONCRETE-Q
<br />Cement: Type I or 11 per ASTM 0150 (Type III OIL for precast)
<br />- Fly Ash: Class F per ASTM C613.
<br />- Slag: GGBF Slag per ASTM C060, Grade 100 minimum,
<br />- Concrete exposed to weather shall have air entrainment of 6% (+1-1.5%).
<br />- Reinforcing Steel: ASTM A615, Grade 60 typical (A706 for weldable bars)
<br />Welded Wire Fabric: ASTM A15
<br />2 STANDARD COMPLIANCE: All concrete work Shall conform to ACI 301
<br />and ACI 316-14 unless noted otherwise.
<br />SPLICES All reinforcing steel lap splices are to be per typical schedule
<br />unless noted otherwise.
<br />4 CONTINUITY: Horizontal reinforcing Steel in walls and wall footings shall be
<br />continuous around corners, Same Size and spacing. At intersections of
<br />walls or footings, extend all bars as far as possible into continuous element
<br />and terminate with Standard hook.
<br />5 CLEAN COVER: Provide clear cover from outermost reinforcing to Surface
<br />of concrete in accordance with the following:
<br />- Elements cast against and permanently exposed to earth: 3" clr
<br />Elements formed and exposed to earth or weather: 2" cir (#6413), 1 1/2"
<br />cir (#3- 5)
<br />- Slabs, Walls, Joists NOT exposed to weather or in contact w/ ground:3/4"
<br />cir (#3411)
<br />- Beams, Columns (longitudinal, hoops, ties, Stirrups, spirals):1 1/2" cir
<br />- REINFORCED CONCRETE --
<br />6 INTEGRAL COLUMN & WALL FOOTINGS: Where column footings are
<br />shown integral with wall Strip footings, transverse wall footing bars need not
<br />continuo through width of column footing. Longitudinal wall footing bars
<br />Shall extend continuous through column footing, in addition to column
<br />footing bars per typical detail.
<br />7 ACCESSORIES: Provide all accessories, chairs, Spacer bars and Supports
<br />necessary to secure Steel In accordance with ACI Code of Standard
<br />Practice.
<br />3 CHAMFER: Chamfer all exposed corners and edges above grade per the
<br />Architect.
<br />0 FORM STRIPPING: Do not strip forms until concrete has reached adequate
<br />strength.
<br />10 SLEEVES / OPENINGS: Furnish and place all sleeves and openings as
<br />Shown On the drawings or as specified.
<br />11 REINFORCING FABRICATION: All reinforcing shall be shop fabricated.
<br />Exception: #3 or #4 bars may be field bent one time in any location, do not
<br />rebend or restraighten.
<br />12 HOOKS: All hooked bars Shall be a Standard Shop fabricated hook with
<br />bend radii and length per ACI 313, UON.
<br />13 TESTING: Test cylinders Shall be taken by qualified personnel according to
<br />ACI 313-14 Section 26.12
<br />14 WEATHER PROVISIONS: Observe all ACI recommendations for hot or
<br />cold weather concreting cure slabs using an approved curing compound or
<br />wet cure system per ACI recommendations, with Special consideration for
<br />slag and fly ash concrete as appropriate.
<br />15 CONSTRUCTION JOINTS: All construction joint locations shall be
<br />submitted to the Architect for approval. Roughen joints to 1/4-inch minimum
<br />amplitude, remove all laitance. Soak joint continuously for 2 hours
<br />minimurn, then remove all Standing water, immediately prior to second pour.
<br />Unless noted otherwise, all reinforcing Shall be spliced/continuous across
<br />the construction joints.
<br />®-
<br />WOOD FRAMING -
<br />1 MATERIALS (unless otherwise noted in the drawings)
<br />- Posts / Beams: Doug Fir #2
<br />- Solid Sawn Studs: Doug Fir #2
<br />- Sills / Plates: Equal to stud grade
<br />- Joists / Rafters: Doug Fir 42
<br />- Rirnboard: Doug Fir #2
<br />- Blocking / Bridging: Doug Fir'Stud'
<br />- Glulam (GLB): 24F-1.8E (44 Typical, -VIA at Cantilever or Continuous
<br />only) per AITC 117
<br />- Bolts / Lags: ASTM A36 or A307, hex -head, washer under head & nut
<br />2 MOISTURE CONTENT: All sawn lumber, including heavy timber, Shall be
<br />kiln -dried to a maximum moisture content of 19%.
<br />3 NAILS: Nail sizes shown are `common' (not 'box") uon. 3d = 0.131"x2.", 10d
<br />= 0.143" x3", 12d = 0.143"x3.25", 16d = 0.162"x3.5". Typical nailing not
<br />otherwise shown in the drawings shall be per IBC Table 2304.10.1. Where
<br />nailing occurs in two or more rows, the On -center Spacing indicated in the
<br />drawings shall be for each row. Where on -center nail spacing for a Single
<br />row is less than 6`° (for 12d and larger) or IeSS than 4" (for 10d and Smaller),
<br />Stagger each row of nails into two rows offset by 1 /2" min. All nails Shall
<br />maintain 3/3" min to framing or sheathing edges.
<br />4 HOLES. Bolt holes in wood for through -bolt connections Shall equal bolt
<br />diameter plus 1 /6" maximum. Bolt holes in Steel fixtures Shall be per the
<br />Steel Section of these notes. Wood Screws and lag Screws (lag bolts) shall
<br />be hex head and shall have predrilled pilot holes equal to approximately
<br />60% of the fastener diameter (70% for 7/3" and larger lag Screws) and Shall
<br />be installed by turnings do not hammer into hole. Soap lubrication on threads
<br />is acceptable. Provide cut washer beneath all hex heads and nuts uon.
<br />5 ALTERATIONS: Do not notch any structural wood members. See typical
<br />detail for allowable hole locations and sizes (for mechanical or electrical
<br />utility passage).
<br />6 STUD WALLS: All Stud walls shown on the Structural plans are structural
<br />wails and Shall be constructed per the Structural notes and details of these
<br />drawings. Typical structural walls are 2x6 cr 16" on center, unless noted
<br />otherwise. Wall callouts (Such as "WL-D2") Shall apply to the entire wall line
<br />at which the callout occurs, uon. Typical structural walls are constructed with
<br />Single sill and double top plate. Continue multiple Stud and Solid Sawn posts
<br />and jambs in walls from level indicated down to the foundation, including
<br />Same Size or equiv holdown at each level below. Note that posts and
<br />multiple studs and lambs indicated on an upper level are not always
<br />indicated on the level below, but shall be provided (as desribed above)
<br />regardless.
<br />7 STUD WALL BRACING: All bearing walls rely on GWB and/or Sheathing to
<br />brace the Studs against buckling. Where GWB or Sheathing is not provided
<br />on at least one face of Studs, provide full depth blocking at 4'-0" max
<br />on -center in each Stud bay, in addition to diagonal bracing for full length of
<br />wall (Simpson WB in ""-configuration at approximately 45-deg, install per
<br />catalog, typ uon).
<br />3 SiS fERING (BUILT-UP MULTIPLE STUDS UDS AND BLOCKING): Where
<br />multiple 2x studs or blocking occur, each added ply after the first Shall be
<br />sistered to the previous plies by face nailing. At shearwalls, Sistering nails for
<br />studs or blocking Shall be 0.146"x3" at spacing equal to 'EN' per schedule.
<br />At non-shearwall multiple Studs, Sistering nails Shall be 0.143"x3" at 12"
<br />on -center, uon. Sistering nails Shall be Staggered in all instances.
<br />0 RAFTERS/JOISTS: Provide full -depth blocking or bridging lines at no IeSS
<br />than 3'-0" on center between Supports. At bearing Supports bear rafters and
<br />joists 2" minimum on plates or beams, uon. At other Supports provide
<br />hangers per the typical details. Where no detail applies use as a minimurn
<br />tallest allowed Simpson LU series face mount hanger. Provide a doubled
<br />joist (rninirrium) beneath each parallel gall, including partition walls. Where
<br />multiple joists occur, each added ply after the first shall be sistered to the
<br />previous plies by face nailing with 0.143"ox3" (10d common) at 12"
<br />on -center, uon. Sistering nails shall be staggered in all instances.
<br />10 BEAMS: Bear beams full length and width on Supporting wall plates and/or
<br />posts, unless Shown otherwise per typical details.
<br />11 FROSTS: Unless noted otherwise, provide Simpson BC or AC caps at all post
<br />to beam and post to beam (below) connections. At post to concrete provide
<br />Simpson ABU Or GB post bases, uon. Posts in walls may bear on the sill
<br />with connection hardware per typical details. At wood or Steel posts/columns
<br />continuous through floor framing, block tight all-around at floor to prevent
<br />lateral movement or buckling.
<br />12 CONNECTORS: Connectors and/or fasteners called out by letters
<br />numbers in the drawings Shall be manufactured by Simpson Strong -Tie, or
<br />approved equal. All connecting hardware Shall be installed per the
<br />Manufacturer's recommendations and requirements, as per current catalog
<br />and related publications. Fill all fastener holes with the fastener type
<br />(diameter and length) indicated by the Manufacturer, uon. Where light -gage
<br />connector occurs at steel column, weld 1/3" all-around, uon.
<br />13 PRESSURE TREATMENT: Except where specifically noted otherwise, the
<br />following member types shall be pressure treated in accordance with the
<br />following guidelines, in addition to any such members noted in the plans or
<br />details. Minimum treatment retention Shall be as recommended by AW PA
<br />for the "Use Category" appropriate to each application. Treatment shall be
<br />non -ammonia formulation in all cases.
<br />CONC STEMWALL
<br />WOOD BRG WALL (WHERE OCCURS)
<br />EDGE OF STEMWALL / SLAB ON GRADE
<br />CONTINUOUS CONG FIG
<br />APPROX LOCATION OF STEP IN FTG.
<br />COORDINATE WITH ARCH DWGS.
<br />CONS FTG
<br />SEE FTG SCHEDULE
<br />WOOD BRG WALL ABOVE
<br />E STRUCTURAL BRG MALL BELOW
<br />I---'�WOOD NON-BRG WALL ABOVE
<br />I _ u EXISTING (E) BRG WALL BELOW
<br />:;... WOOD SHEARWALL
<br />�\ \ SHEARWALL END POST (SWEP)
<br />--- SHEARWALL TYPE,
<br />SEE SHEARWALL SCHEDULE
<br />EXISTING (E) SHEARWALL FRAMING. AT
<br />wm
<br />DEMO. AREAS, OR FILLED IN AREAS IN (E)
<br />SHEARWALL, PROVIDE SHEARWALL
<br />FRAMING, SHEATHING, & FASTENING PER
<br />PLANS & SCHEDULE.
<br />~—
<br />SHEARWALL TYPE,
<br />SEE SHEARWALL SCHEDULE
<br />JOIST / TRUSS
<br />BEAM
<br />EXISTING (E) BEAMMOIST
<br />— ----- ROOF OVERFRAMING
<br />1 CHANGE IN ELEVATION,
<br />COORDINATE W/ ARCH DWGS
<br />LEGEND (REMODEL)
<br />-ffi WOOD SHEATHING SCHEDULE --
<br />E
<br />TYPE
<br />BLOCK
<br />EDGES
<br />MIN EDGE NAILING
<br />MIN FIELD
<br />NAILING
<br />Shearwalls
<br />1/32" PLY or OSB (Struct 1)
<br />Yes
<br />Per SW Sched (EN)
<br />3d @ 12`°
<br />Other Sheathed Walls
<br />15/32" PLY or OB
<br />No
<br />6d @ 6" (EN)
<br />6d @ 12"
<br />Floor
<br />3/4" T&G PLY
<br />No
<br />3d @ 6" (BN)
<br />3d @ 12°"
<br />Roof (UNO)
<br />1 /2" MIN PLY
<br />No
<br />6d @ 6" (BN)
<br />6d 0 12„
<br />AA
<br />ALL AROUND
<br />AB
<br />ANCHOR BOLT
<br />ADDL
<br />ADDITIONAL
<br />ALT
<br />ALTERNATE
<br />ANCH
<br />ANCHOR (ANCHORAGE)
<br />ARCH
<br />ARCHITECT, ARCHITECTURAL
<br />ATR
<br />ALL -THREAD ROD
<br />BB
<br />BOND BEAi',
<br />BF
<br />BOUNDARY FASTENING (PEP, DTLISCHED)
<br />BFE
<br />BOTTOM OF FOOTING ELEVATION
<br />BLDG
<br />BUILDING
<br />BLKG
<br />BLOCKING
<br />BM
<br />BEAM
<br />BN
<br />FLOOR/ROOF BOUNDARY NAILING
<br />BOD
<br />BOTTOM OF DECK
<br />BOT
<br />BOTTOM
<br />BRG
<br />BEARING
<br />BSMT
<br />BASEMENT
<br />BTWN
<br />BETWEEN
<br />C-C or GIG
<br />CENTER -TO -CENTER
<br />CANT
<br />CANTILEVER
<br />CBORE
<br />COUNTERBORE
<br />CFS
<br />COLD FORMED STEEL
<br />CIP
<br />CAST IN PLACE
<br />CJ or CJT
<br />CONTROL JOINT
<br />UP
<br />COMPLETE JOINT PENETRATION
<br />CL
<br />CENTERLINE
<br />CLG
<br />CEILING
<br />CLR
<br />CLEAR
<br />CMU
<br />CONCRETE MASONRY UNIT
<br />COL
<br />COLUMN
<br />COMP
<br />COMOSiTE
<br />CONIC
<br />CONCRETE
<br />CONN
<br />CONNECTION
<br />CONSTR
<br />CONSTRUCTION
<br />CONSTR JT
<br />CONSTRUCTION JOINT
<br />CONT
<br />CONTINUOUS, CONTINUED
<br />CONTR
<br />CONTRACTOR
<br />CSINK
<br />COUNTERSINK
<br />CTR
<br />CENTER
<br />D
<br />DEPTH
<br />DAHB
<br />DOWEL ALL HORIZONTAL BARS
<br />DAUB
<br />DOWEL ALL VERTICAL BARS
<br />DBL
<br />DOUBLE
<br />DEG
<br />DEGREES
<br />DET or DTL
<br />DETAIL
<br />DiA
<br />DIAMETER
<br />DIAL
<br />DIAGONAL
<br />DIAPH
<br />DIAPHRAGM
<br />DIM
<br />DIMENSION
<br />DL
<br />DEAD LOAD
<br />DN
<br />DOWN
<br />DO
<br />DITTO (SAME AS ABOVE or ADJACENT)
<br />DS
<br />DRAG STRUT
<br />DWG
<br />DRAWNG
<br />DWLS
<br />DOWELS
<br />E
<br />EAST
<br />(E) or EXIST
<br />EXISTING
<br />EA
<br />EACH
<br />EA END
<br />EACH END
<br />EF
<br />EDGE FASTENING (PER SCHED)
<br />EL or ELEV
<br />ELEVATION (or ELEVATOR)
<br />11WIMMYON
<br />ELEC
<br />ELECTRICAL
<br />EN
<br />WALL EDGE NAILING
<br />EPS
<br />EXPANDED POLYSTYRENE
<br />EQ
<br />EQUAL
<br />EQ SP
<br />EQUALLY SPACED
<br />EQUIP
<br />EQUIPMENT
<br />ERECT
<br />ERECTION
<br />EW
<br />EACH WAY
<br />EXP
<br />EXPANSION
<br />EXP ANCH
<br />EXPANSION ANCHOR
<br />EXP BOLT
<br />EXPANSION BOLT
<br />EXP JT or EJ
<br />EXPANSION JOINT
<br />EXT
<br />EXTERIOR
<br />FB
<br />FLAT BAR
<br />FD
<br />FLOOR DRAIN
<br />FDN
<br />FOUNDATION
<br />FF
<br />FIELD FASTENING (PER SCHED)
<br />or FINISHED FLOOR.
<br />FIN
<br />FINISH
<br />FUR
<br />FLOOR
<br />FMG or FRMG
<br />FRAMING
<br />FS
<br />FAR SIDE
<br />FT
<br />FOOT (FEET)
<br />FTG
<br />FOOTING
<br />GA
<br />GAUGE
<br />GALV
<br />GALVANIZED
<br />GB
<br />GRADE BEAM
<br />GC
<br />GENERAL CONTRACTOR
<br />GEO
<br />GEOTECHNICAL ENGINEER
<br />GL
<br />GLULAM
<br />GLB
<br />GLULAM BEAM
<br />GS
<br />GRIND SMOOTH
<br />GAS
<br />GYPSUM WALL BOARD
<br />HDG
<br />H071 -DIP GALVANIZED
<br />HDR
<br />HEADER
<br />HK
<br />HOOK
<br />HNGR
<br />HANGER
<br />HORIZ or (H)
<br />HORIZONTAL
<br />HSS
<br />HOLLOW STRUCTURAL SECTIONS
<br />HTorH
<br />HEIGHT
<br />ID
<br />INSIDE DIAMETER
<br />IF
<br />INSIDE FACE
<br />IN
<br />INCH (INCHES)
<br />iNT
<br />INTERIOR
<br />JBE
<br />JOIST BEARING ELEVATION
<br />JH
<br />JOIST HEADER
<br />JST
<br />JOIST
<br />JTorJNT
<br />JOINT
<br />K
<br />KiP (1000 POUNDS)
<br />K0
<br />KNOCK OUT
<br />KW
<br />KING -WORKS
<br />L
<br />ANGLE
<br />LB
<br />POUND
<br />LG
<br />LENGTH, LONG
<br />LGS
<br />LIGHT GAGE STEEL
<br />LL
<br />LIVE LOAD
<br />LLBB
<br />LONG LEG BACK-TO-BACK
<br />LLH
<br />LONG LEG HORIZONTAL
<br />LLV
<br />LONG LEG VERTICAL
<br />LOC
<br />LOCATION
<br />LONG
<br />LONGITUDINAL
<br />LSL
<br />LONG SLOTTED (HOLE)
<br />or LAMINATED STRAND LUMBER
<br />LT WT
<br />LIGHT WEIGHT
<br />LVL
<br />LAMINATED VENEER LUMBER
<br />LW
<br />LONG WAY
<br />MAS
<br />MASONRY
<br />MAX
<br />MAXIMUM
<br />MCJ
<br />MASONRY CONTROL JOINT
<br />MECH
<br />MECHANICAL
<br />MEMB
<br />MEMBRANE
<br />MEZZ
<br />MEZZANINE
<br />MFR
<br />MANUFACTURER
<br />MIN
<br />MINIMUM
<br />MISS
<br />MISCELLANEOUS
<br />MONO
<br />MONOLITHIC
<br />MPCWT
<br />METAL PLATE CONNECTED WOOD TRUSS
<br />MTL
<br />METAL
<br />(N)
<br />NEW
<br />N
<br />NORTH
<br />NIC
<br />NOT IN CONTRACT
<br />NO
<br />NUMBER
<br />NS
<br />NEAR SIDE
<br />NSIHS
<br />NON -SHRINK HIGH S I RENGTH
<br />NTS
<br />NOT TO SCALE
<br />OC or 0/0
<br />ON CENTER
<br />OCBF
<br />ORDINARY CONCENTRIC BRACED FRAME
<br />OD
<br />OUTSIDE DIAMETER
<br />OF
<br />OUTSIDE FACE
<br />OH
<br />OVERHEAD
<br />OMF
<br />ORDINARY MOMENT FRAME
<br />OOP
<br />OUT -OF -PLANE
<br />OPP
<br />OPPOSITE
<br />OSB
<br />ORIENTED S 1 RAND BOARD
<br />oVS
<br />OVERSIZE
<br />oWJ
<br />OPEN WEB WOOD CHORD JOIST
<br />PAF
<br />POWDER ACTUATED FASTENER
<br />PAR
<br />PARALLEL
<br />PC
<br />PRECAST or PIECE
<br />PERP
<br />PERPENDICULAR
<br />PL
<br />PLATE
<br />PN
<br />WALL PLATE NAILING
<br />PROD
<br />PROJECT
<br />PS-13
<br />PANEL SCREWS - TYP BEARING
<br />PS-D
<br />PANEL SCREWS - DIAPH EDGE
<br />PSF
<br />POUNDS PER SQUARE FOOT
<br />PSI
<br />POUND PER SQUARE INCH
<br />PSL
<br />PARALLEL STRAND LUMBER
<br />PT
<br />PRESSURE TREATED or POINT
<br />PVC
<br />POLYVINYL CHLORIDE
<br />R
<br />RADIUS, REACTION
<br />RAN
<br />REINFORCED WTH
<br />RD
<br />ROOF DRAIN
<br />REF
<br />REFERENCE
<br />REINF
<br />REINFORCEMENT
<br />READ
<br />REQUIRED
<br />REV
<br />REVERSE, REVISION
<br />RF
<br />ROOF
<br />RO
<br />ROUGH OPENING
<br />RTU
<br />ROOF TOP UNIT
<br />S
<br />SOUTH
<br />SC
<br />SLIP CONTROL
<br />SCHED
<br />SCHEDULE
<br />SECT
<br />SECTION
<br />SF
<br />SQUARE FOOT/FEET
<br />SHT
<br />SHEET
<br />SH T G
<br />SHEATHING
<br />SIM
<br />SIMILAR
<br />SIP
<br />STRUCTURAL INSULATED PANEL
<br />SL
<br />SNOW LOAD or SLOPING
<br />SLBB
<br />SHORT LEG BACK-TO-BACK
<br />SN
<br />STRUCTURAL NOT ES
<br />SOG
<br />SLAB ON GRADE
<br />SP @
<br />SPACED AT
<br />SPA
<br />SPACES
<br />SPEC
<br />SPECIFICATIONS
<br />SPECD
<br />SPECIFIED
<br />SQ
<br />SQUARE
<br />SSL
<br />SHORT SLO- i ED (HOLE)
<br />STD
<br />STANDARD
<br />STIFF
<br />STIFFENER
<br />STIR
<br />STIRRUPS
<br />STL
<br />STEEL
<br />STL JST
<br />STEEL JOIST
<br />STRUCT
<br />STRUCTURAL
<br />SW
<br />SHEARWALL
<br />SWEP
<br />SHEARWALL ENDPOST
<br />SYM
<br />SYMMETRICAL
<br />TO
<br />TOP & BOTTOM
<br />TBE
<br />TOP OF BEAM ELEVATION
<br />TEMP STL
<br />TEMPERATURE STEEL
<br />TF
<br />TRACK FASTENING ( PER TYP DR)
<br />TFE
<br />TOP OF FOOTING ELEVATION
<br />TL
<br />TOTALLOAD
<br />TO or T/
<br />TOP OF
<br />TOB
<br />T OP OF BEAM
<br />TOS
<br />TOP OF SLAB
<br />TOW
<br />TO OF WALL
<br />TRANS
<br />TRANSVERSE
<br />I SE
<br />THICKENED SLAB EDGE
<br />TYP
<br />TYPICAL
<br />UNO or UON
<br />UNLESS NOTED OTHERINISE
<br />VERT or M
<br />VERTICAL
<br />VI
<br />VENEER
<br />W
<br />WIDTH OR WEST
<br />W/
<br />WITH
<br />W/o
<br />WITHOUT
<br />WF
<br />WIDE FLANGE
<br />WHS
<br />WELDED HEADED STUDS
<br />WL
<br />WIND LOAD
<br />WP
<br />WORK POINT
<br />WPA
<br />WATER PROOFING ADMIXTURE
<br />WT
<br />WEIGHT
<br />WE
<br />WELDED WIRE FABRIC
<br /><
<br />LESS THAN
<br />EQUAL TO OR LESS THAN
<br />>
<br />GREATER THAN
<br />EQUAL TO
<br />t
<br />T
<br />55 3 r`a. e Y i` � ix 2, r-I an�
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