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<br />DESIGN CRITERIA
<br />CONCRETE
<br />CODE: INTERNATIONAL BUILDING CODE
<br />- 2015
<br />EDITION
<br />1.
<br />REFERENCE STANDARDS: ACI-301 AND ACI-318.
<br />ROOF:
<br />25 PSF NON -SNOW
<br />FLOORS:
<br />2.
<br />MINIMUM CONCRETE STRENGTH AT 28 DAYS:
<br />RESIDENTIAL
<br />40 PSF
<br />FOOTINGS 3,000 PSI
<br />CORRIDORS/EXITS
<br />100 PSF
<br />SLAB -ON -GRADE 2,500 PSI
<br />PUBLIC AREAS
<br />100 PSF
<br />LANDSCAPE/SITE WORK 2,500 PSI
<br />WIND:
<br />WALLS/COLUMNS 4,000 PSI
<br />BASIC WIND SPEED
<br />110 MPH
<br />ELEVATED SLABS 6,000 PSI (56 DAYS) W/ NOTE #4
<br />EXPOSURE
<br />B
<br />TOPOGRAPHICAL FACTOR, Kzt
<br />1.0
<br />3.
<br />THE WATER/CEMENT RATIO SHALL NOT EXCEED:
<br />SEISMIC:
<br />FOOTINGS 0.50 (BY WEIGHT)
<br />SPECTRAL RESPONSE ACCELERATION,
<br />Ss
<br />1.416
<br />SLAB -ON -GRADE 0.50 (BY WEIGHT)
<br />SPECTRAL RESPONSE ACCELERATION,
<br />S1
<br />0.542
<br />LANDSCAPE/SITE WORK 0.50 (BY WEIGHT)
<br />SPECTRAL RESPONSE ACCELERATION,
<br />Sds
<br />0.944
<br />SPECTRAL RESPONSE ACCELERATION,
<br />Sd1
<br />0.542
<br />WALLS/COLUMNS 0.50 (BY WEIGHT)
<br />SOIL SITE CLASS. Fa
<br />1.000
<br />ELEVATED SLABS 0.45 (BY WEIGHT) W/ NOTE #4
<br />SOIL SITE CLASS, Fv
<br />1.500
<br />SEISMIC DESIGN CATEGORY
<br />D
<br />4.
<br />ELEVATED SLABS ARE TO HAVE 1.0 GAL/YD OF GRACE ECLIPSE 4500 ADMIXTURE OR
<br />SEISMIC DESIGN (WOOD LEVELS):
<br />APPROVED ALTERNATE MIX DESIGN TO LIMIT SHRINKAGE OF 0.03% AT 56 DAYS.
<br />RESPONSE MODIFICATION FACTOR, R
<br />6.5 (BRG WALL/SHEATHED WALLS)
<br />REDUNDANCY FACTOR
<br />1.0
<br />5.
<br />AGGREGATE GRADING SHALL COMPLY WITH AASHTO #57 GRADATION OR BETTER.
<br />SEISMIC DESIGN (CONCRETE LEVELS):
<br />PORTLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE II.
<br />RESPONSE MODIFICATION FACTOR, R
<br />5.0 (BRG WALL/SPEC REINF CONC)
<br />6.
<br />COMPLY WITH ACI-301 FOR MIXING. DO NOT EXCEED THE AMOUNT OF WATER
<br />REDUNDANCY FACTOR
<br />1.0
<br />SPECIFIED IN THE APPROVED MIX. PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE
<br />SUCH AS TO PRODUCE A DENSE WORKABLE MIX WHICH CAN BE PLACED WITHOUT
<br />GENERAL CONDITIONS
<br />SEGREGATION OR EXCESSIVE FREE SURFACE WATER.
<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 />3. 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 SHALL TAKE PRECEDENCE OVER
<br />GENERAL NOTES AND SPECIFICATIONS.
<br />7. NOTIFY THE ENGINEER OF ALL CHANGES MADE IN THE FIELD PRIOR TO INSTALLATION.
<br />FOUNDATION
<br />1. FOUNDATION DESIGN PARAMETERS PER GEOTECHNICAL REPORT BY EARTH SOLUTIONS
<br />NW, LLC., DATED APRIL 1, 2019:
<br />A. IBC SOIL SITE CLASSIFICATION ......................D
<br />B. FOOTING BEARING PRESSURE ........................5,000 PSF
<br />C. LATERAL EARTH PRESSURE:
<br />9 ACTIVE.......................................................35 PCF
<br />• RESTRAINED...............................................50 PSF
<br />• PASSIVE.....................................................350 PCF
<br />o COEFFICIENT OF FRICTION .........................0.40
<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 95% DENSITY PER
<br />ASTM D-1557.
<br />ELEVATED CONCRETE SLABS
<br />1. SEAL THE TOP OF THE SLAB WITH A CURING COMPOUND.
<br />2. PLACE CONCRETE IN SUCH A MANNER THAT TENDON AND NOMINAL REINFORCING
<br />HEIGHTS ARE MAINTAINED.
<br />3. ALL ITEMS TO BE EMBED WITHIN THE SLABS, SPECIFICALLY ELECTRICAL CONDUIT,
<br />PLUMBING LINES AND HVAC DUCTS, ARE TO BE INDICATED ON LAYOUT DRAWINGS
<br />FOR EACH SLAB LEVEL. DRAWINGS ARE TO SUBMITTED TO THE ENGINEER OF
<br />RECORD PRIOR TO FORMING SLAB.
<br />7. COMPLY WITH ACI-301 FOR PLACEMENT. PROVIDE A 4 INCH CHAMFER AT ALL
<br />EXPOSED CONCRETE EDGES, UNLESS INDICATED OTHERWISE IN THE DRAWINGS.
<br />8. MAXIMUM SLUMP TO BE 4" ± 1". DO NOT ADD WATER TO THE MIX TO INCREASE
<br />SLUMP. MAXIMUM SLUMP MAY BE INCREASED BY 1" IF THE SLUMP IS TESTED
<br />DIRECTLY FROM THE TRUCK PRIOR TO BEING PUMPED INTO PLACE.
<br />9. ACCELERATED SET OR HIGH EARLY STRENGTH MAY BE ACHIEVED BY USING APPROVED
<br />ADMIXTURES.
<br />10. COMPLY WITH ACI-305R FOR PLACEMENT IN HOT WEATHER AND ACI-306R FOR
<br />PLACEMENT IN COLD WEATHER.
<br />TENDON PLACING SEQUENCE
<br />1. PLACE BANDED TENDONS FIRST, THEN DISTRIBUTED TENDONS; IN CASE OF HEIGHT
<br />CONFLICT, BANDED TENDONS HAVE PRIORITY. CHAIR SUPPORTS FOR THE HIGH AND
<br />LOW POINT OF ALL TENDONS ARE TO MATCH THE HEIGHTS SPECIFIED ON THE
<br />DRAWINGS, NO VARIANCE IS ALLOWED; INTERMEDIATE SUPPORTS MAY VARY UP TO 4"
<br />FROM THE ENGINEER APPROVED LAYOUT DRAWINGS SUPPLIED BY THE POST -TENSION
<br />TENDON SUPPLIER.
<br />2. A MINIMUM OF 2 DISTRIBUTED TENDONS ARE TO BE LOCATED DIRECTLY ABOVE A
<br />COLUMN SUPPORT.
<br />3. UNROLL TENDON COIL STARTING AT DEAD END FIRST. PASS THE TENDON THROUGH
<br />THE ANCHOR AND POCKET FORMER AT THE STRESSING END, REMOVING THE PLASTIC
<br />SHEATHING WITHIN 1 INCH OF THE OF THE BACK OF THE STRESSING END ANCHOR.
<br />REGREASE THE EXPOSED CABLE TO ENSURE CONCRETE WILL NOT BOND TO THE CABLE
<br />DURING CURING. A MAXIMUM OF 12" OF CABLE MAY BE EXPOSED AT THE FIXED END
<br />ANCHOR.
<br />4. SECURE ALL TENDONS AT EACH INTERSECTION WITH THE SUPPORT BAR SEATED ON
<br />THE CHAIR SUPPORTS AND TIE EACH CHAIR TO THE SUPPORT BAR.
<br />5. PLACEMENT OF MILD STEEL REINFORCEMENT SHALL BE COORDINATED WITH
<br />POST -TENSION TENDON PLACEMENT. PROPER TENDON PLACEMENT HAS PRIORITY.
<br />6. EXERCISE CARE NOT TO DISTURB THE LOCATIONS OF THE TENDONS OR MILD STEEL
<br />REINFORCING DURING CONCRETE PLACEMENT. IF DISTURBED, TENDONS AND
<br />REINFORCING SHALL BE RESTORED TO PRESCRIBED LOCATION PRIOR TO CONCRETE SET
<br />TENDON STRESSING
<br />1. TENDON STRESSING MAY PROCEED WHEN THE CONCRETE STRENGTH OBTAINS 3,500
<br />PSI. SEE INSPECTION SECTION FOR CONCRETE TESTING REQUIREMENTS.
<br />2. ALL TENDON STRESSING OPERATIONS MUST BE PERFORMED UNDER THE IMMEDIATE
<br />CONTROL OF A PERSON EXPERIENCED IN POST -TENSIONING STRESSING OPERATIONS.
<br />THE PERSON IN CONTROL SHALL MAINTAIN STRICT SAFETY PRECAUTIONS AND A RIGID
<br />CONTROL OF GAUGE PRESSURE READING AND ELONGATION MEASUREMENTS.
<br />3. ALL TENDONS SHALL BE STRESSED BY MEANS OF A HYDRAULIC JACK, EQUIPPED WITH
<br />A CALIBRATED PRESSURE GAUGE. EACH JACK SHALL BE ACCOMPANIED BY A
<br />CURRENT CALIBRATION CHART. IF THE MEASURED ELONGATION DOES NOT
<br />CORRESPOND TO THE CALCULATED ELONGATION BY ±7% THEN REPORT
<br />DISCREPANCIES TO THE ENGINEER BEFORE CUTTING CABLES. GAUGE PRESSURE
<br />GOVERNS OVER ELONGATION FOR THE STRESSING OF TENDONS OVER 25 FEET IN
<br />LENGTH.
<br />4. STRESS TENDONS TO 80% OF ULTIMATE CAPACITY (33 KIPS), REFER TO RAM
<br />CALIBRATION CURVE FOR CORRESPONDING GAUGE PRESSURE. SEAT WEDGES IN THE
<br />ANCHORAGE USING HYDRAULIC DEVICE BUILT INTO THE RAM. MEASURE AND RECORD
<br />FINAL ELONGATION.
<br />5. TAKE SAFETY PRECAUTIONS AS NECESSARY DURING STRESSING. DO NOT STAND
<br />BEHIND THE JACK WHILE STRESSING TENDONS.
<br />6. AFTER STRESSING IS COMPLETED AND ELONGATIONS VERIFIED, TENDONS SHALL BE
<br />CUT OFF WITHIN %" FROM THE SLAB EDGE. PROPERLY SEAL EXPOSED ANCHORAGE
<br />BLOCKOUTS USING A NON-METALLIC EPDXY OR NON -SHRINK GROUT MIX.
<br />REINFORCING STEEL
<br />REFERENCE STANDARDS: ACI "DETAIL MANUAL" AND CRSI MANUAL OF STANDARD
<br />PRACTICE.
<br />2. MATERIALS:
<br />A. REINFORCING STEEL:
<br />ASTM A615, GRADE 60
<br />B. WELDED WIRE REINFORCING: ASTM A82 AND A185, Fy = 75 KSI
<br />3. LAP CONTINUOUS REINFORCING
<br />BARS 48 BAR DIAMETERS, UNLESS NOTED OTHERWISE.
<br />PROVIDE CORNER BARS FOR ALL HORIZONTAL REINFORCEMENT. PROVIDE CORNER
<br />BARS OR HOOK BARS (90
<br />OR 180 DEGREE) AT THE END OF ALL HORIZONTAL
<br />REINFORCEMENT IN WALLS.
<br />A615 STEEL IS NOT TO BE WELDED TO OTHER STEEL
<br />MEMBERS.
<br />4. REINFORCEMENT COVER:
<br />FOOTINGS
<br />3 INCHES TO EARTH
<br />2 INCHES TO FORMED SURFACE
<br />SLABS
<br />2 INCHES TO EARTH
<br />FORMED SURFACE:
<br />EXTERIOR
<br />FACE 1% INCHES, #5 BAR AND SMALLER
<br />2 INCHES, #6 BAR AND LARGER
<br />INTERIOR FACE % INCHES FOR SLABS AND WALLS
<br />1% INCHES FOR BEAMS AND COLUMNS
<br />5. REINFORCING STEEL A615
<br />MAY NOT BE WELDED TO OTHER STEEL ELEMENTS.
<br />(ACl3.5.2)
<br />6. REBAR SHALL BE LAPPED
<br />PER THE LAP SPLICE LENGTH SCHEDULE BELOW FOR EACH
<br />CONCRETE ELEMENT.
<br />REINF LAP/EMBED LENGTH SCHEDULE
<br />BAR SIZE
<br />ELEVATED
<br />SLAB
<br />WALL/COLUMN
<br />/BEAM
<br />FOOTINGS/SOG
<br />FOOTING
<br />DOWEL
<br />EMBEDMENT
<br />#4
<br />24"
<br />30»
<br />24»
<br />8»
<br />#5
<br />30"
<br />36"
<br />30"
<br />10"
<br />#6
<br />36"
<br />42"
<br />36"
<br />12"
<br />#7
<br />48"
<br />60"
<br />48"
<br />14"
<br />PRESTRESSING STEEL
<br />1. CABLES SHALL BE SEVEN WIRE, LOW RELAXATION STRAND IN ACCORDANCE WITH ASTM
<br />A416, GRADE 270 KSI, WITH A GUARANTEED ULTIMATE TENSILE STRENGTH OF 41.3
<br />KIPS. ALL MATERIAL SHALL BE CLEAN AND FREE FROM CORROSION.
<br />NOMINAL DIAMETER % INCH
<br />NOMINAL AREA 0.153 SQ INCH
<br />MAXIMUM TEMP. JACKING FORCE 33 KIPS
<br />ANCHORAGE FORCE 28.9 KIPS
<br />FINAL EFFECTIVE FORCE 26.8 KIPS
<br />2. CABLES ARE TO BE PART OF AN UNBONDED SYSTEM; COATED WITH A RUST
<br />PREVENTIVE GREASE AND ENCLOSED IN A SEAMLESS PLASTIC SHEATHING (TENDON).
<br />TORN OR DAMAGED SHEATHING SHALL BE PATCHED BEFORE CONCRETE IS PLACED.
<br />FABRICATION OF THE TENDONS IS TO BE IN ACCORDANCE WITH THE GUIDE
<br />SPECIFICATIONS AS OUTLINED BY THE POST -TENSIONING INSTITUTE.
<br />3. ANCHORAGE SHALL BE MONOSTRAND TYPE ANCHOR SYSTEM WITH CURRENT ICBO
<br />APPROVAL USING DUCTILE IRON CASTING OF AT LEAST 2 2" BY 5" OF BEARING.
<br />REUSABLE POCKET FORMERS ARE TO BE USED ON ALL STRESSING ENDS. THE POCKET
<br />FORMER SHALL PROVIDE ADEQUATE CONCRETE COVERAGE FOR THE ANCHOR AS
<br />REQUIRED. COATING FORMER IS OIL OR OTHER MATERIAL FOR EASE OF REMOVAL IS
<br />ACCEPTABLE. ALL DEAD END ANCHORAGES SHALL BE SHOP FABRICATED, PRESEATED
<br />WEDGES.
<br />4. ALL TENDON ANCHORS, LIVE AND DEAD, LOCATED BELOW FINISH GRADE ARE TO HAVE
<br />ENCAPSULATED ANCHORS.
<br />STRUCTURAL STEEL
<br />1. REFERENCE STANDARDS: LATEST EDITION OF THE AISC "CODE OF STANDARD
<br />PRACTICE FOR STEEL BUILDINGS AND BRIDGES".
<br />2. MATERIALS:
<br />BOLTS
<br />STEEL TO WOOD - ASTM A307
<br />STEEL TO STEEL - ASTM A325
<br />STEEL TO CONCRETE - HEAVY HEX HEAD ASTM F1554 GR. 36
<br />WOOD TO CONCRETE - ASTM F1554 GR. 36
<br />W SHAPES - ASTM A992 (Fy = 50,000 PSI)
<br />TUBE STEEL - SQ/RECT - ASTM A500-10, GRADE B (Fy = 46,000 PSI MIN)
<br />ROUND - ASTM A500-10, GRADE B (Fy = 42,000 PSI MIN)
<br />ALL OTHER STEEL - ASTM A36 (Fy = 36,000 PSI)
<br />STRUCTURAL STEEL WELDING
<br />1. CONFORM TO THE AWS CODES D1.1 AND D1.3. USE ONLY STATE CERTIFIED WELDERS.
<br />2. USE DRY E70 ELECTRODES.
<br />3. WELDS ARE TO BE 4 INCH CONTINUOUS FILLET WELDS UNLESS NOTED OTHERWISE IN
<br />THE DRAWINGS.
<br />COLD FORMED METAL (STEEL STUD
<br />1. REFERENCE STANDARDS: AISI "SPECIFICATIONS FOR THE DESIGN OF COLD -FORMED
<br />STEEL STRUCTURAL MEMBERS".
<br />2. MEMBER AND ACCESSORY SIZES AND SECTION PROPERTIES PER PLAN.
<br />3. ALL MEMBERS AND ACCESSORIES ARE TO HAVE A YIELD STRESS OF 33 KSI (MIN).
<br />4. EXTERIOR STUDS ARE TO HAVE COMPLETE, LEVEL AND UNIFORM BEARING IN THE
<br />BOTTOM TRACK.
<br />CONCRETE MASONRY UNITS
<br />1. REFERENCE STANDARDS: ACI 530-02 AND ACI 530.1-02.
<br />2. MINIMUM CONCRETE MASONRY UNITS (CMU) DESIGN STRENGTH:
<br />A. NET COMPRESSIVE STRENGTH, f'm 2,000 PSI
<br />B. MORTAR TYPE TYPE S
<br />3. ALL MASONRY TO BE CONSTRUCTED IN RUNNING BOND OF NORMAL WEIGHT MASONRY
<br />UNITS. CONSTRUCTION LIFTS ARE NOT TO EXCEED 4'-0".
<br />4. SOLID GROUT ALL CELLS UNLESS NOTED OTHERWISE.
<br />CONCRETE OR MASONRY ANCHORS
<br />1. MECHANICAL ANCHORS ARE TO BE EITHER HILTI KWIK BOLT-TZ ANCHORS, SIMPSON
<br />STRONG -BOLT OR SIMPSON TITEN HD ANCHORS. ANCHOR SIZE AND EMBEDMENT IS AS
<br />SPECIFIED ON THE DRAWINGS OR IN THE FIELD.
<br />2. EPDXY FOR THREADED RODS OR REBAR INTO CONCRETE IS TO BE SIMPSON SET-3G.
<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 />3. EPDXY FOR THREADED RODS OR REBAR INTO HOLLOW CELL MASONRY IS TO BE
<br />EITHER HILTI HIT HY 20 WITH SCREEN TUBE, SIMPSON SET WITH OPTI-MESH SCREEN
<br />TUBE OR APPROVED ALTERNATE. ROD OR REBAR SIZE AND EMBEDMENT IS AS
<br />SPECIFIED ON THE DRAWINGS OR IN THE FIELD.
<br />rl rl / A T/- fl
<br />1. ELEVATOR SUPPORT RAILS AND OTHER ACCESSORIES ARE TO BE PROVIDED BY THE
<br />ELEVATOR MANUFACTURER.
<br />2. PROVIDE SHOP DRAWINGS TO THE ENGINEER FOR REVIEW INDICATING RAIL CONNECTION
<br />DETAILS AND REACTIONS TO ELEVATOR WALL STRUCTURE.
<br />y.10i01►11100
<br />SHEET INDEX (CONT):
<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 />BRG 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 />CONST CONSTRUCTION
<br />CONT CONTINUOUS
<br />DBL DOUBLE
<br />DIA DIAMETER
<br />DIM DIMENSION
<br />DL DEAD LOAD
<br />EA EACH
<br />EF 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 FOUNDATION
<br />FF FINISH FLOOR
<br />FG FINISH GRADE
<br />FLFR FLUSH FRAMED
<br />FLR FLOOR
<br />FT FEET
<br />FTG FOOTING
<br />FRT FIRE RETARDANT TREATED
<br />FS FAR SIDE
<br />GA GAUGE
<br />GLB GLUE LAMINATED BEAM
<br />HDG HOT -DIPPED GALVANIZED
<br />HDR HEADER
<br />HGR HANGER
<br />HORIZ HORIZONTAL
<br />HT HEIGHT
<br />I.F. INSIDE FACE
<br />IN INCH
<br />LL LIVE LOAD
<br />MAX 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 />SF SQUARE FEET
<br />SIM SIMILAR
<br />SPEC SPECIFICATIONS
<br />STD STANDARD
<br />STL STEEL
<br />STRUCT STRUCTURAL
<br />SW SHEARWALL
<br />THRU THROUGH
<br />TOC TOP OF CONCRETE
<br />TOF TOP OF FOOTING
<br />T.0.0. TOP OF OPENING
<br />TOS TOP OF STEEL
<br />TOW TOP OF WALL
<br />TS TUBE STEEL
<br />TYP TYPICAL
<br />U.N.O. UNLESS NOTED OTHERWISE
<br />VERT VERTICAL
<br />W/ WI TH
<br />WF WIDE FLANGE
<br />WHS WELDED HEADED STUD
<br />WTS WELDED THREADED STUD
<br />WT WEIGHT
<br />WWR WELDED WIRE REINFORCING
<br />9706 4th Avenue NE
<br />Suite 300
<br />Seattle, WA 98115
<br />P: 206.523.0024
<br />F: 206.523.1012
<br />www.dogengr.com
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<br />S1
<br />- GENERAL NOTES
<br />S6
<br />- CONCRETE WALL ELEVATIONS
<br />S1.1
<br />- GENERAL NOTES
<br />S6.1
<br />- CONCRETE WALL ELEVATIONS
<br />S2N
<br />- FOUNDATION PLAN
<br />S6.2
<br />- CONCRETE WALL ELEVATIONS
<br />S2S
<br />- FOUNDATION PLAN
<br />S6.3
<br />- CONCRETE WALL ELEVATIONS
<br />S3N
<br />- LEVEL 2 CONCRETE PLAN
<br />S6.4
<br />- CONCRETE BEAM ELEVATIONS
<br />S3S
<br />- LEVEL 2 CONCRETE PLAN
<br />S7
<br />- FOUNDATION DETAILS
<br />S3.1N
<br />- LEVEL 2 PT PLAN
<br />S7.1
<br />- FOUNDATION DETAILS
<br />S3.1S
<br />- LEVEL 2 PT PLAN
<br />S8
<br />- CONCRETE DETAILS
<br />S3.2
<br />- REC ROOF FRAMING PLAN
<br />S8.1
<br />- CONCRETE DETAILS
<br />S4N
<br />- LEVEL 3 FLOOR FRAMING PLAN
<br />S8.2
<br />- CONCRETE DETAILS
<br />S4S
<br />- LEVEL 3 FLOOR FRAMING PLAN
<br />S8.3
<br />- CONCRETE DETAILS
<br />S4.1N
<br />- LEVEL 4 FLOOR FRAMING PLAN
<br />S9
<br />- PT DETAILS
<br />PROJECT#: 1827
<br />S4.1S
<br />- LEVEL 4 FLOOR FRAMING PLAN
<br />S10
<br />- FLOOR FRAMING DETAILS
<br />S4.2N
<br />- LEVEL 5 FLOOR FRAMING PLAN
<br />S10.1
<br />- FLOOR FRAMING DETAILS
<br />DRAWN BY: TF/BV/JH
<br />S4.2S
<br />- LEVEL 5 FLOOR FRAMING PLAN
<br />S11
<br />- ROOF FRAMING DETAILS
<br />CHECKED BY: MS/EM
<br />S4.3N
<br />- LEVEL 6 FLOOR FRAMING PLAN
<br />S11.1
<br />- ROOF FRAMING DETAILS
<br />S4.3S
<br />- LEVEL 6 FLOOR FRAMING PLAN
<br />S11.2
<br />- ROOF FRAMING DETAILS
<br />S4.4N
<br />- ROOF FRAMING PLAN
<br />S12
<br />- SHEARWALL DETAILS
<br />GENERAL
<br />S4.4S
<br />- ROOF FRAMING PLAN
<br />S13
<br />- MISC. DETAILS
<br />NOTES
<br />S5N
<br />- SHEARWALL PLAN
<br />S5S
<br />- SHEARWALL PLAN
<br />sl
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