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DESIGN CRITERIA
<br />CODE: INTERNATIONAL BUILDING CODE -
<br />2015 EDITION
<br />ROOF:
<br />25 PSF
<br />FLOORS:
<br />OFFICE
<br />50 PSF
<br />CORRIDORS/EXI T S
<br />100 PSF
<br />PUBLIC AREAS
<br />100 PSF
<br />DECK
<br />75 ESE
<br />!HIND:
<br />BASIC WIND SPEED
<br />110 MPH
<br />EXPOSURE
<br />C
<br />TOPOGRAPHICAL FACTOR, Kzi
<br />1.0
<br />SEISMIC:
<br />SPECTRAL RESPONSE ACCELERATION,
<br />Ss
<br />1.281
<br />SPECTRAL RESPONSE ACCELERATION,
<br />S1
<br />0.487
<br />SPECTRAL RESPONSE ACCELERATION,
<br />Sds
<br />0.854
<br />SPECTRAL RESPONSE ACCELERATION,
<br />Sdi
<br />0.491
<br />SOIL SITE CLASS. Fa
<br />1.000
<br />SOIL SITE CLASS, Fv
<br />1.513
<br />SEISMIC DESIGN CATEGORY
<br />D
<br />SEISMIC DESIGN (WOOD LEVELS):
<br />RESPONSE MODIFICATION FACTOR, R 6.5 (BRG WALL/SHEATHED WALLS)
<br />REDUNDANCY FACTOR 1.0
<br />GENERAL CONDITIONS
<br />1. THE CONTRACTOR SHALL VERIFY AND REVIEW ALL ITEMS WITHIN THE DRAWINGS PRIOR
<br />TO PROCEEDING WITH THE WORK. NOTIFY THE ENGINEER/ARCHITECT IMMEDIATELY WITH
<br />ANY DISCREPANCIES.
<br />2. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE
<br />CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK.
<br />J. DIMENSIONS ARE NOT TO BE SCALED FROM THE PLANS, SECTIONS, OR DETAILS WITHIN
<br />THE DRAWINGS.
<br />4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE CONSTRUCTION MEANS,
<br />METHODS, TECHNIQUES, SEQUENCE, AND PROCEDURES,
<br />5. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE REFERENCED
<br />BUILDING AND ALL OTHER REGULATING AGENCIES EXERCISING AUTHORITY OVER ANY
<br />PORTION OF THE WORK.
<br />6. SPECIFIC NOTES AND DETAILS IN THE DRAWINGS SHAI L TAKE PRECEDENCE OVER
<br />GENERAL NOTES AND SPECIFICATIONS.
<br />7. NOTIFY THE ENGINEER OF ALL CHANGES MADE IN THE FIELD PRIOR TO INSTALLATION.
<br />E OUNDA T ION
<br />1. FOUNDATION DESIGN PARAMETERS ASSUMED BY OWNER:
<br />A. IBC SOIL SITE CLASSIFICATION. ............. D
<br />B. FOOTING BEARING PRESSURE ................ 1,500 PSF
<br />C. LATERAL EARTH PRESSURE:
<br />o ACTIVE ...... ............... __... ......... ........ 35 PCF
<br />PASSIVE ..... -.....................................150 PCF
<br />COEFFICIENT OF FRICTION..... ... ..... - 0. j5
<br />2. SUBGRADE PREPARATION, DRAINAGE PROVISIONS AND OTHER RELEVANT SOIL
<br />CONSIDERATIONS ARE TO BE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT.
<br />3, ALL FOUNDATIONS ARE TO BEAR ON COMPETENT NATIVE SOILS OR COMPACTED
<br />STRUCTURAL FILL. STRUCTURAL FILL IS TO BE COMPACTED TO 957 DENSITY PER
<br />ASTM D-1557.
<br />CONCRETE
<br />1, REFERENCE STANDARDS: ACI-301 AND ACI-318,
<br />2. MINIMUM CONCRETE STRENGTH AT 28 DAYS: 2,500 PSI (5% SACK MIX)
<br />3. THE INA TER\EMEN T RATIO SHALL NOT EXCEED: 0.5 (BY WEIGHT)
<br />4. AGGREGATE GRADING SHALL COMPLY WITH AASHTO #57 GRADATION OR BETTER.
<br />PORTLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE II.
<br />5. COMPLY WITH ACI-301 FOR MIXING. DO NOT EXCEED THE AMOUNT OF WATER
<br />.SPECIFIED IN THE APPROVED MlIX. PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE
<br />SUCH AS TO PRODUCE A DENSE WORKABLE MIX WHICH CAN BE PLACED WITHOUT
<br />SEGREGATION OR EXCESSIVE FREE SURFACE WATER.
<br />6. COMPLY WITH ACI-301 FOR PLACEMENT. PROVIDE A 3/ INCH CHAMFER AT ALL
<br />EXPOSED CONCRETE EDGES, UNLESS INDICATED OTHERWISE IN THE DRAWINGS.
<br />7. MAXIMUM SLUMP TO BE 4" _+ 1", TYPICAL. DO NOT ADD WATER TO THE MIX TO
<br />INCREASE SLUMP, MAXIMUM SLUMP MAY BE INCREASED BY 1" IF THE SLUMP IS
<br />TESTED DIRECTLY FROM THE TRUCK PRIOR TO BEING PUMPED INTO PI ACE.
<br />8, ACCELERATED SET OR HIGH EARLY STRENGTH MAY BE ACHIEVED BY USING APPROVED
<br />ADMIXTURES.
<br />9. COMPLY WITH ACI-505R FOR PLACEMENT IN HOT WEATHER AND ACI-306R FOR
<br />PLACEMENT IN COLD WEATHER.
<br />10, REFER TO ARCHITECTURAL DRAWINGS FOR CONCRETE FINISH, ALL EXPOSED CONCRETE
<br />IS TO HAVE A CLASS A FINISH.
<br />11, PROVIDE AIR ENTRAINMENT OF 5% ± 1,5% FOR ALL CONCRETE EXPOSED TO WEATHER.
<br />REINFORCING STEEL
<br />1. REFERENCE STANDARDS: ACI "DETAIL MANUAL" AND CRSI MANUAL OF STANDARD
<br />PRAC TICS
<br />2, MATERIALS:
<br />A. REINFORCING STEEL: ASTM A615, GRADE 40 FOR #4 AND SMALLER
<br />ASTM A615, GRADE 60 FOR #5 AND LARGER
<br />B. WELDED WIRE REINFORCING: ASTM A82 AND A185, Fy = 75 KS[
<br />3, LAP CONTINUOUS REINFORCING BARS PER REQUIREMENTS LISTED BELOW, UNLESS
<br />NOTED OTHERWISE. PROVIDE CORNER BARS OR HOOKS BARS (90 OR 180 DEGREE) AT
<br />THE END OF ALL HORIZONTAL REINFORCEMENT IN WALLS. REFER TO NOTE 6 FOR
<br />BEND REQUIREMENTS,
<br />BAR SIZE
<br />MIN,
<br />LAP
<br />LENGTH
<br />#4
<br />2'-
<br />6
<br />#5
<br />3'-0"
<br />#6
<br />4'-6"
<br />4. REINFORCEMENT COVER:
<br />FOOTINGS 3 INCHES TO EARTH
<br />2 INCHES TO FORMED SURFACE
<br />SLABS 2 INCHES TO EARTH
<br />FORMED SURFACE:
<br />EXTERIOR
<br />FACE 1%
<br />INCHES,
<br />#5 BAR AND SMALLER
<br />2
<br />INCHES,
<br />#6 BAR AND LARGER
<br />INTERIOR
<br />FACE 314
<br />INCHES
<br />FOR SLABS AND WALLS
<br />IY2
<br />INCHES
<br />FOR BEAMS AND COLUMNS
<br />5, REINFORCING STEEL A615
<br />MAY NOT BE
<br />WELDED
<br />TO OTHER STEEL ELEMENTS. (ACI
<br />318-14 26.6.4.1)
<br />6, REINFORCING STEEL BENDS
<br />AND HOOKS
<br />TO MEET
<br />ACI REQUIREMENTS (PER 25.3.2).
<br />O5 = BAR DIAMETER
<br />1 MAX
<br />6
<br />n rrnr-r
<br />BAR
<br />D
<br />#3
<br />1y
<br />4.
<br />2 "
<br />5
<br />2%"
<br />#6
<br />x/ „
<br />- 5Y4 "_
<br />#8
<br />6„
<br />J. BEND DIAMETER FOR TIES AND STIRRUPS:
<br />= 4*0 FOR #5 AND SMALLER
<br />= 6*0 FOR #6 - #8
<br />8*0FOR #9-#11
<br />= 10*rA FOR #14 AND LARGER
<br />L6OL
<br />12D FOR #6 THRU #8
<br />FOR STIRRUPS & TIES
<br />1 1
<br />4D or
<br />212 MIN FOR REINF. BAPS
<br />STRUCTURAL STEEL
<br />o
<br />T�
<br />BAR
<br />D
<br />� 3
<br />--\4„
<br />#6
<br />4%„
<br />/
<br />1
<br />5/„
<br />MIN. BEND DIAMETER:
<br />D = 6*0 FOR #8 AND SMALLER
<br />D = 8*0 FOR #9 - #11
<br />D = 10*0 FOR #14 AND LARGER
<br />1, REFERENCE STANDARDS: LATEST EDITION OF THE AISC "CODE OF STANDARD
<br />PRACTICE FOR STEEL BUILDINGS AND BRIDGES".
<br />2. MATERIALS:
<br />BOL TS:
<br />STEEL TO WOOD - ASTIM A307
<br />STEEL TO STEEL - ASTM A325
<br />STEEL TO CONCRETE - HEAVY HEX HEAD ASTM F1554 GR, 36
<br />WOOD TO CONCRETE - ASTM F1554 OR. 36
<br />W SHAPES: AS IM A992 (Fy = 50,000 PSI)
<br />TUBE STEEL: SQ/RECT - ASTM A500-10, GRADE B (Fy = 46,000 PSI MIN)
<br />ROUND ASTM A50010, GRADE B (Fy = 42,000 PSI MIN)
<br />ALL OTHER STEEL: ASTM A36 (Fy - 36,000 PSI)
<br />CONCRETE OR MASONRY ANCHORS
<br />1, MECHANICAL ANCHORS ARE TO BE EITHER SIMPSON STRONG -BOLT 2 OR SIMPSON
<br />TITER HD ANCHORS. ANCHOR SIZE AND EMBEDMENT IS AS SPECIFIED ON THE
<br />DRAWINGS OR IN THE FIELD.
<br />2 EPDXY FOR THREADED RODS OR REBAR INTO CONCRETE IS TO BE SIMPSON SET-3c,
<br />EPDXY FOR THREADED RODS OR REBAR INTO SOLID MASONRY IS TO BE SIMPSON SET
<br />ROD OR REBAR SIZE AND EMBEDMENT IS AS SPECIFIED ON THE DRAWINGS OR IN THE
<br />FIELD.
<br />DIMENSIONAL LUMBER
<br />1. MEET THE REQUIREMENTS OF PS 20-70 AND NATIONAL GRADING RULES FOR
<br />SOFTWOOD DIMENSIONAL LUMBER. ALL MEMBERS ARE TO BEAR T HE STAMP OF THE
<br />WWPA. MOISTURE CONTENT AT THE TIME OF FRAMING IS TO BE 19% OR LESS.
<br />2. MINIMUM DIMENSIONAL LUMBER GRADES ARE TO BE:
<br />WALL STUDS 2x DF STUD GRADE
<br />WALL PLATES 2x DE STANDARD GRADE
<br />2x PT DE STANDARD GRADE
<br />PER PLAN AT CONCRETE
<br />JOISTS 2x DF #2
<br />HEADERS/BEAMS 4x, 6x DF #2
<br />P 0 S T S 4x, 6x DF #2
<br />3. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED
<br />LUMBER, NAILS AND PLATE WASHERS IN CONTACT WITH TREATED LUMBER SHALL BE
<br />HOT -DIPPED GALVANIZED. ANCHOR BOLTS AND LAG SCREWS IN TREATED LUMBER SHALL
<br />BE HDG OR ZINC COATED. PLAIN CARBON STEEL FASTENERS MAY BE USED WITH
<br />ZINC —BORATE TREATED LUMBER.
<br />4. FOUNDATION SILL PLATES ARE TO BE BOLTED TO THE CONCRETE FOUNDATION WITH
<br />%" 0 ANCHOR BOLTS EMBED A MINIMUM 7" OR %5'0 MECHANICAL ANCHORS EMBED AS
<br />SPECIFIED ON DRAWINGS, PROVIDE A MINIMUM OF TWO BOLTS PER PLATE SECTION A
<br />MAXIMUM OF 9" FROM THE PLATE END. MAXIMUM SPACING OF ANCHORS IS TO BE
<br />4'-0". PROVIDE 0.229"x3" SQ. WASHERS AT ALL ANCHOR BOLTS. WASHER EDGES
<br />MUST BE WITHIN %" OF WALL SHEATHING,
<br />5. SHOT PIN ATTACHMENTS FOR SILL PLATES ARE TO BE SIMPSON FASTENERS OR
<br />APPROVED ALTERNATE. SHOT PIN SIZES ARE AS FOLLOWS:
<br />PLATE
<br />EMBED
<br />SHOT PIN
<br />THICKNESS
<br />MATERIAL
<br />2x
<br />CONC
<br />PDPWL-250M_t_ C
<br />2x
<br />STEEL
<br />PDPAW--200
<br />6, BOLTS IN WOOD BEAMS SHALL NOT BE LESS THANK 7 DIAMETERS FROM THE END AND
<br />4 DIAMETERS FROM THE MEMBER EDGE. PROVIDE STANDARD WASHERS FOR ALL NUTS
<br />BEARING AGAINST WOOD.
<br />7. FASTEN ALL MEMBERS IN ACCORDANCE WITH IBC TABLE 2304,10.1, UNLESS NOTED
<br />OTHERWISE. PROVIDE MINIMUM 1Y2" EMBED FOR ALL NAILS. NAIL SIZES ARE AS
<br />FOLLOWS:
<br />NAIL
<br />MIEN. SHANK DIA,
<br />d d
<br />10d
<br />0.148"
<br />16d
<br />0.162"
<br />8. HOLES AND NOTCHES IN WOOD MEMBERS ARE TO BE LIMITED AS FOLLOWS:
<br />L/3
<br />JOIST
<br />BEAM
<br />MAX. HOLE DIA. V
<br />40% STUD DEPTH
<br />13/B" FOR 2x4 5 „ NO MORE THAN
<br />2%" FOR 2x6\ T� E I TWO SUCCESSIVE
<br />% DOUBLED STUDS
<br />ARE ALLOWED
<br />MAX. NOTCH v
<br />25% STUD DEPTH
<br />FOR 2x4
<br />FOR 2x6 " \
<br />r � /
<br />HOLES ARE NOT
<br />PERMITTED IN
<br />SAME SECTION x--DBL STUD FOR HOLE
<br />AS NOTCH DIA, OF -UP TO 60%
<br />STUD DEPTH
<br />2/" FOR 2x4
<br />STUDS A' FOR 2x6
<br />GL-U-LAMINA TED MEMBERS
<br />I. SINGLE -SPAN GLU-LAMINATED WOOD MEMBERS ARE TO BE DOUGLAS FIR, KILN DRIED
<br />AND AITC SPECIFICATION 24F-V4, UNLESS NOTED OTHERWISE. MULTI -SPAN OR
<br />CANTILEVERED GLU-LAMINATED WOOD MEMBERS TO BE AITC SPECIFICATION 24F-V8,
<br />UNLESS OTHERWISE NOTED, BEAMS ARE HAVE A 2,000 FT RADIUS CAMBER, UNLESS
<br />NOTED OTHERWISE.
<br />2. MATERIALS MUST BE OBTAINED FROM AN AITC APPROVED FABRICATOR AND BEAR
<br />THE AITC STAMP.
<br />3. THE GLUE IS TO BE A "WET -USE" ADHESIVE.
<br />VI/00D TRUSSES
<br />1. SUBMIT SHOP DRAWINGS AND CALCULATIONS STAMPED; SIGNED, AND DATED BY A
<br />LICENSED ENGINEER, IN THE STATE OF THE PROJECT TO THE ENGINEER OF RECORD
<br />FOR REVIEW.
<br />2. TRUSS PLATES ARE TO BE ICBO APPROVED. TOP CHORDS ARE TO BE DOUGLAS FIR
<br />#2 OR BETTER,
<br />3. INSTALL BRIDGING, WEB, AND CHORD BRACING AS REQUIRED BY THE TRUSS
<br />FABRICATOR.
<br />4. TEMPORARY SHORING AND BRACING OF THE TRUSSES DURING ERECTION IS THE
<br />RESPONSIBILITY OF THE CONTRACTOR.
<br />MANUFACTURED LUMBER
<br />1, PARALLEL STRAND LUMBER (PSL) IS TO BE 2.0E PARALLAM MANUFACTURED BY
<br />TRUSJOIST BY WEYERHAUESER OR ENGINEER APPROVED EQUAL.
<br />2. LAMINATED VENEER LUMBER (LVL) IS TO BE 2.0E MICROLLAM MANUFACTURED BY
<br />TRUSJOIST BY WEYERHAUESER OR ENGINEER APPROVED EQUAL.
<br />3, LAMINATED STRAND LUMBER (LSL) IS TO BE:
<br />0 1A WIDE LSL 1.3E OR BETTER
<br />8 3%2" WIDE LSL 1.55E OR BETTER
<br />MANUFACTURED BY TRUSJOIST BY WEYERHAUESER OR ENGINEER APPROVED EQUAL.
<br />4, MANUFACTURED I -JOISTS ARE TO BE TJI SERIES MEMBERS AND SPECIFIED IN THE
<br />DRAWINGS MANUFACTURED BY TRUSJOIST BY WEYERHAUESER OR ENGINEER
<br />APPROVED EQUAL,
<br />WOOD SHEATHING
<br />1. ROOF SHEATHING. MINIMUM THICKNESS PER PLAN. APA RATED, EXP--1 RATING, EDGE
<br />SEALED PANELS CONFORMING TO INDENTIFICA TION INDEX 32/16 FOR SLOPES GREATER
<br />THAN 3/12 AND 40120 FOR SLOPES 3/12 AND LESS, PROVIDE MINIMUM 1/8" CLEAR
<br />BETWEEN PANELS TO ALLOW FOR EXPANSION. NAIL 6 INCHES ON CENTER ALONG
<br />EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS, UNLESS NOTED
<br />OTHERWISE, USE 8d COMMON NAILS.
<br />2. FLOOR SHEATHING. MINIMUM THICKNESS PER PLAN. APA RATED STUDD-1-FLOOR,
<br />EXP-1 RATING, TONGUE AND GROOVE EDGES CONFORMING TO IDENTIFICATION INDEX
<br />4\24, PROVIDE MINIMUM 1/8" CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION.
<br />NAIL AND GLUE TO SUPPORTS. GLUE ADHESIVE IS TO CONFORM TO APA SPECIFICATION
<br />AFG-01. NAIL 6 INCHES ON CENTER ALONG EDGES AND 12 INCHES ON CENTER AT
<br />INTERMIEDIATE SUPPORTS, UNLESS NOTED OTHERWISE. USE 10d COMMON NAILS,
<br />LAYOUT PANELS
<br />PERPENDICULAR
<br />STAGGER PANEL_ TO FRAMING, TYP,
<br />PANEL EDGE NAILING \JOINTS, TYP.
<br />AT DIAPHRAGM \ _
<br />\ PERIMETER
<br />EDGE NAILING
<br />AT ALL- SUPPOR IED\
<br />PANEL EDGES _: -�\�- �
<br />FIELD NAILING— \--= ��% PANEL EDGE
<br />AI INTERMEDIATE \ � V NAILING AT
<br />SUPPORTS, TYP �� /'_A \ ALL PANEL
<br />EDGES
<br />V� �\ BLOCKED
<br />\� \ DIAPH�4AGM
<br />T\ LI \ IE NOTED
<br />j
<br />i PER PLAN
<br />UNBLOCKED-
<br />��� FLAT 2x4 BLKG AT
<br />DIAPHRAGM ' ALL UNSUPPORTED
<br />TYP, U. N. 0. PANEL EDGES
<br />ROOF/FLOOR DIAPHRAGM NAILING
<br />3. WOOD SHEARWALL SHEATHING. MINIMUM THICKNESS PER PLAN. PLYWOOD OR OSB APA
<br />RATED, EXP-1 RATING. NAILING PER DRAWINGS.
<br />MECHANICAL HARDWARE CONNECTORS
<br />1. ALL MECHANICAL HARDWARE USED FOR CONNECTIONS ARE TO BE MANUFACTURED
<br />BY SIMPSON STRONG TIE OR EQUIVALENT HAVING A CAPACITY GREATER THAN OR
<br />EQUAL.
<br />2. ALL MECHANICAL CONNECTORS USED WITH PRESSURE TREATED WOOD ARE TO HAVE
<br />A ZINC FINISH UNLESS NOTED OTHERWISE ON THE PLANS.
<br />3, FASTENERS ARE TO MATCH MANUFACTURER'S SPECIFICATION, ALWAYS USE HIGHEST
<br />CAPACITY REQUIREMENTS, FASTENERS USED WITH ZINC COAT FINISH CONNECTORS
<br />ARE TO BE HOT -DIPPED GALVANIZED CONFORMING TO ASTM A15A FILL ALL
<br />HOLES WITH FASTENERS AND DO NOT OVER DRIVE.
<br />4. THROUGH BOLT FASTENERS ARE TO BE MACHINE BOLTS CONFORMING TO ASTM
<br />STANDARD A307, GRADE A. NUTS USED WITH THROUGH BOLTS, THREADED RODS
<br />AND ANCHOR BOLTS SHALL BE AT LEAST FLUSH WITH THE TOP OF NUT,
<br />5. JOISTS AND BEAMS SHALL BEAR FULLY ON THE CONNECTOR SEAT AND THE GAP
<br />BETWEEN MEMBERS SHALL NOT EXCEED 1/8
<br />ABBREVIATIONS:
<br />A. BOLT ANCHOR BOLT
<br />ADD'L ADDITIONAL
<br />A.F.F ABOVE FINISH FLOOR
<br />ALT ALTERNATE
<br />APPROX APPROXIMATE
<br />ARCH ARCHITECTURAL
<br />BLKG BLOCKING
<br />BM BEAM
<br />B.0.0. BOTTOM OF OPENING
<br />BTM BOTTOM
<br />B R G BEARING
<br />BTW BETWEEN
<br />CLR CLEAR
<br />CMU CONCRETE MASONRY UNIT
<br />COL COLUMN
<br />CONC CONCRETE
<br />COND CONDITION
<br />CONN CONNECTION
<br />CONS T CONSTRUCTION
<br />CONT CONTINUOUS
<br />DBL DOUBLE
<br />DIA DIAMETER
<br />DIM DIMENSION
<br />DL DEAD LOAD
<br />FA EACH
<br />FF EACH FACE
<br />ELEV ELEVATION
<br />EN EDGE NAILING
<br />EQ EQUAL
<br />EQUIP EQUIPMENT
<br />ES EACH SIDE
<br />EXIST EXISTING
<br />EXT EXTERIOR
<br />FD FLOOR DRAIN
<br />FDN FOUNDA TION
<br />EF FINISH FLOOR
<br />FG FINISH GRADE
<br />FLFR FLUSH FRAMED
<br />FLR FLOOR
<br />FT FEET
<br />FTC FOOTING
<br />ERI FIRE RETARDANT TREATED
<br />FS FAR SIDE
<br />GA GAUGE
<br />GALV GALVANIZED
<br />GLB GLUE LAMINATED BEAM
<br />HER HEADER
<br />HGR HANGER
<br />HORIZ H IORIZONTAL
<br />HT HEIGHT
<br />LE. INSIDE FACE
<br />IN INCH
<br />LL LIVE LOAD
<br />I'd AX MAXIMUM
<br />MECH MECHANICAL
<br />MFR MANUFACTURER
<br />MIN MINIMUM
<br />MISC MISCELLANEOUS
<br />NS NEAR SIDE
<br />NTS NOT TO SCALE
<br />0, C. ON CENTER
<br />PARA PARALLEL
<br />PERP PERPENDICULAR
<br />PSF POUNDS PER SQUARE FOOT
<br />PSI POUNDS PER SQUARE INCH
<br />PT PRESSURE TREATED
<br />RAP RAMMED AGGREGATE PIER
<br />REINF REINFORCING
<br />REQ'D REQUIRED
<br />SCHD SCHEDULE
<br />SEC SECTION
<br />SE SQUARE FEET
<br />SIM SIMILAR
<br />SPEC SPECIFICATIONS
<br />STD STANDARD
<br />STL STEEL
<br />STRUC T STRUCTURAL
<br />SW SHEARWALL
<br />THRU THROUGH
<br />TOO TOP OF CONCRETE
<br />T OF TOP OF FOOTING
<br />T.0.0. TOP OF OPENING
<br />TOS TOP OF STEEL
<br />TOVV TOP OF WAIL
<br />IS TUBE STEEL
<br />T YP TYPICAL
<br />U.N.O. UNLESS NOTED OTHERWISE
<br />VERT VERTICAL
<br />W/ WI T H
<br />WF WIDE FLANGE
<br />WHS WELDED HEADED STUD
<br />WTS WELDED THREADED STUD
<br />WT WEIGHT
<br />VdWR WELDED WIRE REINFORCING
<br />SHEET INDEX:
<br />Si
<br />- ########I`####
<br />S1.1
<br />- ############# (CONY.)
<br />S2
<br />- FOUNDATION & FRAMING PLANS
<br />S3
<br />- SHEARWALL PLANS
<br />S4
<br />- DE T AILS
<br />S4.1
<br />- DETAILS (CONY)
<br />
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