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PROJECT DESCRIPTION:
<br />2-STORY OFFICE BUILDING / WAREHOUSE REMODEL
<br />CONVENTIONAL SPREAD AND STRIP CONCRETE FOUNDATIONS
<br />CONCRETE SLAB -ON -GRADE FIRST FLOOR
<br />PRECASE CONCRETE TILT -UP PANELS
<br />WOOD FRAMED 2ND FLOOR
<br />WOOD FRAMED ROOF
<br />GENERAL:
<br />1. THE STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS AND
<br />ARE INTENDED TO BE USED IN CONJUNCTION WITH THE ARCHITECTURAL, CIVIL,
<br />MECHANICAL, AND ELECTRICAL DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR
<br />COORDINATING THE REQUIREMENTS FROM THE ENTIRE SET OF CONTRACT
<br />DOCUMENTS (INCLUDING THE PROJECT SPECIFICATIONS) INTO THEIR WORK.
<br />2. THESE GENERAL NOTES SUPPLEMENT THE PROJECT SPECIFICATIONS. REFER TO THE
<br />PROJECT SPECIFICATIONS FOR
<br />C S O ADDITIONAL REQUIREMENTS.
<br />3. NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE
<br />OVER THE GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS.
<br />4. VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS.
<br />5. DETAILS ON THESE PLANS ARE INTENDED TO DEPICT THE GENERAL CONSTRUCTION
<br />METHODS FOR THIS STRUCTURE. CONNECTIONS, DETAILS AND CONDITIONS NOT
<br />SPECIFICALLY SHOWN THAT ARE SIMILAR TO THOSE THAT ARE SPECIFIED SHALL BE
<br />ASSUMED ONE AND THE SAME. IF QUESTIONS REGARDING THE APPLICATION OF
<br />DETAILS ARE ENCOUNTERED, NOTIFY THE ARCHITECT/ENGINEER FOR CLARIFICATION
<br />IN A TIMELY MANNER PRIOR TO BID OPENING.
<br />CODE REQUIREMENTS:
<br />1. CONFORM TO THE 2015 INTERNATIONAL BUILDING CODE (IBC) WITH WASHINGTON
<br />STATE AMENDMENTS.
<br />2. ALL REFERENCE TO OTHER CODES AND STANDARDS (ACI, ASTM, ETC.) SHALL BE FOR
<br />THE EDITIONS NOTED IN CHAPTER 35 OF THE IBC,
<br />TEMPORARY CONDITIONS:
<br />1. THE STRUCTURE HAS BEEN DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION.
<br />THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING
<br />AND/OR SUPPORT REQUIRED AS A RESULT OF THE CONTRACTOR'S CONSTRUCTION
<br />METHODS AND/OR SEQUENCES.
<br />2. CONTRACTOR'S CONSTRUCTION METHODS AND/OR SEQUENCES SHALL RECOGNIZE
<br />AND CONSIDER THE EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS
<br />(DURING THE CONSTRUCTION PERIOD.
<br />EXISTING CONDITIONS:
<br />1. ALL EXISTING CONDITIONS, DIMENSIONS, AND ELEVATIONS SHALL BE FIELD VERIFIED.
<br />THE CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY SIGNIFICANT
<br />DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS.
<br />DESIGN CRITERIA:
<br />1. DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC. IN
<br />ADDITION TO THE DEAD LOADS, THE FOLLOWING LOADS AND ALLOWANCES WERE
<br />USED FOR DESIGN, WITH LIVE LOADS (LL) REDUCED IN ACCORDANCE WITH THE IBC:
<br />DESIGN CRITERIA
<br />GEOTECHNICAL CRITERIA
<br />DESIGN BASED ON
<br />GEOENGINEERS, INC.
<br />GEOTECHNICAL REPORT BY:
<br />DATED SEPTEMBER 3, 2019
<br />ALLOWABLE SOIL BEARING
<br />3,000 PSF (INCREASE 33 PERCENT FOR LOAD COMBINATIONS
<br />PRESSURE
<br />INCLUDING WIND AND SEISMIC)
<br />_ LIVE LOAD CRITERIA
<br />FLOOR LIVE LOADS
<br />UNIFORM LOAD (PSF)
<br />CONCENTRATED LOAD
<br />(LBS)
<br />OFFICES
<br />50 PSF
<br />2000
<br />VERTICAL FLOOR
<br />DEFLECTION
<br />L/360 (LIVE LOAD) IBC 20`15 TABLE 1604.3
<br />(CLADDING DESIGN)
<br />CORRIDORS AND STAIRS
<br />100
<br />2000
<br />ASSEMBLY AREAS, RETAIL
<br />100
<br />2000
<br />STORAGE (LIGHT)
<br />125
<br />2000
<br />VERTICAL FLOOR
<br />DEFLECTION
<br />L/360 (LIVE LOAD), REF IBC TABLE 1604.3
<br />(CLADDING DESIGN)
<br />NOTES:
<br />1. LIVE LOADS REDUCED, REF IBC 1607A0
<br />2. MEMBER DESIGNED FOR THE MORE CRITICAL OF THE
<br />UNIFORM OR CONCENTRATED LOAD.
<br />SNOW CRITERIA
<br />DESIGN ROOF SNOW LOAD
<br />25 PSF MINIMUM IN ACCORDANCE WITH CITY OF EVERETT
<br />SNOW DRIFT
<br />PER IBC AS SHOWN ON PLANS (IN ADDITION TO DESIGN ROOF
<br />SNOW LOAD, NOT FLAT ROOF SNOW LOAD)
<br />GROUND SNOW LOAD
<br />P
<br />s = 25 PSF IN ACCORDANCE WITH CITY OF EVERETT
<br />FLAT ROOF SNOW LOAD
<br />P f = 25 PSF
<br />SNOW EXPOSURE FACTOR
<br />C = 1.0
<br />�
<br />SNOW LOAD IMPORTANCE
<br />FACTOR
<br />I 1.0
<br />THERMAL FACTOR
<br />C t = 1.0
<br />--
<br />WIND CRITERIA
<br />MAIN WIND FORCE RESISTING
<br />_ -
<br />SYSTEM
<br />110 MPH BASIC WIND SPEED (3-SECOND GUST )
<br />COMPONENTS AND CLADDING
<br />110 MPH BASIC WIND SPEED (3-SECOND GUST)
<br />EXPOSURE CATEGORY
<br />B
<br />GUST/INTERNAL PRESSURE
<br />GCPi a +/- 0.13
<br />SEISMIC CRITERIA
<br />_
<br />DISK CATEGORY
<br />11
<br />SITE CLASS
<br />C
<br />ANALYSIS PROCEDURE
<br />EQUIVALENT LATERAL FORCE, REF ASCE 7-10 SECTION 13
<br />(VIEW)
<br />IMPORTANCE FACTOR
<br />1, = 1.0
<br />SEISMIC DESIGN CATEGORY
<br />D
<br />MCE SPECTRAL
<br />ACCELERATIONSS
<br />1.444
<br />S m 0.559
<br />$
<br />1
<br />SITE COEFFICIENTS
<br />F �, = 1.0
<br />F V ® 1.3
<br />DESIGN SPECTRAL
<br />= 0.963
<br />S = 0.485
<br />os
<br />D1
<br />NORTH -SOUTH DIRECTION
<br />EAST -WEST DIRECTION
<br />SEISMIC LOAD RESISTING
<br />INTERMEDIATEPRECAST T
<br />C S
<br />INTERMEDIATE PRECAST
<br />SYSTEM/!
<br />CONCRETE SHEAR WALLS
<br />CONCRETE SHEAR WALLS
<br />RESPONSE MODIFICATION
<br />FACTOR
<br />R = 4,0
<br />R ; 4,0
<br />SEISMIC RESPONSE
<br />COEFFICIENT
<br />C = 0.241
<br />C = 0.241
<br />s
<br />s
<br />DESIGN BASE SHEAR
<br />V = 1100 KIPS
<br />V = 1100 KIPS I
<br />REDUNDANCY FACTOR
<br />rho ® 1.0 rho -- 1.0
<br />ANALYSIS PROCEDURE
<br />LINEAR STATIC PROCEDURE, REF ASCE 41-13
<br />(EXISTING)
<br />PERFORMANCE OBJECTIVE
<br />BSE-1E
<br />TARGET BUILDING
<br />STRUCTURALPERFORMANCE
<br />LEVEL
<br />S-3 (LIFE SAFETY)
<br />TARGET BUILDING
<br />NONSTRUCTURAL
<br />PERFORMANCE LEVEL
<br />3-C
<br />SPECTRAL ACCELERATIONS
<br />Ss = 0.452
<br />S, = 0.168
<br />SITE COEFFICIENTS
<br />F a = 1.438
<br />F V = 2.130
<br />DESIGN SPECTRAL
<br />S = 0.650
<br />S = 0.358
<br />ACCELERATIONS
<br />xs
<br />x1
<br />DESIGN BASE SHEAR
<br />V = 4145 KIPS
<br />V = 4145 KIPS
<br />STRUCTURAL OBSERVATION:
<br />1. THE STRUCTURAL ENGINEER OF RECORD (SER) WILL PERFORM STRUCTURAL
<br />OBSERVATIONS BASED ON THE REQUIREMENTS OF THE IBC AT THE STAGES OF
<br />CONSTRUCTION LISTED BELOW. THE CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE
<br />AND ACCESS FOR THE SER TO PERFORM THESE OBSERVATIONS:
<br />STRUCTURAL OBSERVATIONS
<br />CONSTRUCTION PHASE
<br />OBSERVATION
<br />COMMENTS
<br />BY SER
<br />PRIOR TO FIRST FOUNDATION CONCRETE
<br />X
<br />REF. FOOTNOTE A, B, C
<br />POUR
<br />PRIOR TO FIRST CONCRETE SHEAR WALL
<br />X
<br />REF. FOOTNOTE A, B, C
<br />POUR
<br />AT COMPLETION OF HORIZONTAL ROOF AND
<br />X
<br />REF. FOOTNOTE A, B
<br />FLOOR DIAPHRAGMS PRIOR TO COVERING
<br />AT COMPLETION OF BUILDING STRUCTURAL
<br />SYSTEM, PRIOR TO COVERING OF STRUCTURAL
<br />X
<br />REF. FOOTNOTE A, B
<br />ELEMENTS
<br />AS REQUIRED TO ADDRESS STRUCTURAL
<br />- _X
<br />REF. FOOTNOTE A, B
<br />ISSUES
<br />A. STRUCTURAL OBSERVATIONS ARE INTENDED TO VERIFY GENERAL CONFORMANCE
<br />WITH THE STRUCTURAL DRAWINGS. SPECIAL INSPECTIONS AND TESTING ARE STILL
<br />REQUIRED.
<br />B. A FIELD REPORT WILL BE SUBMITTED TO THE BUILDING DEPARTMENT FOLLOWING
<br />EACH VISIT.
<br />C. STRUCTURAL OBSERVATION TO OCCUR AFTER THE REINFORCING STEEL HAS BEEN
<br />INSTALLED.
<br />SPECIAL INSPECTION AND TESTING:
<br />1. SPECIAL INSPECTION WILL BE PROVIDED BY R BAREQUIREMENTS OF THE IBC AS SUMMARIZED IN THE SPECIAL INSPECTION AND TESTING
<br />PROGRAM ON SHEET SO.03. THE
<br />RACTOR SHALL PROVIDE SUFFICIENT NOTICE
<br />AND ACCESS FOR THE SED ON THE
<br />SUBMITTALS:
<br />1. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO THE FABRICATION
<br />AND CONSTRUCTION OF ALL STRUCTURAL ITEMS INCLUDING THE FOLLOWING:.
<br />SUBMITTALS
<br />ITEM
<br />SUBMITTAL
<br />(A, D)
<br />DEFERRED
<br />SUBMITTAL
<br />(B, D)
<br />COMMENTS
<br />CONCRETE MIX DESIGNS
<br />X
<br />CONCRETE REINFORCEMENT
<br />X
<br />i
<br />REINFORCING STEEL MILL
<br />CERTS
<br />X
<br />ACl/CRSI ADHESIVE ANCHOR
<br />INSTALLER CERTIFICATIONS
<br />X
<br />CONCRETE ANCHORAGES
<br />X
<br />EMBEDDED STEEL ITEMS
<br />X
<br />STRUCTURAL STEEL MILL
<br />CERTS
<br />X
<br />STRUCTURALSTEEL
<br />X
<br />STEEL WELDING PROCEDURES
<br />X
<br />STEELFASTENERS
<br />X
<br />WELDER CERTIFICATIONS
<br />X
<br />GLUED LAMINATED MEMBERS
<br />X
<br />LIGHT GAUGE METAL FRAMING
<br />(INCLUDING WALLS, SOFFITS,
<br />CEILINGS, OPENING FRAMING,
<br />AND CONNECTIONS, ETC.)
<br />X
<br />l
<br />C X
<br />C
<br />FOOTNOTE "E„
<br />ROOF TIEOFFS
<br />X
<br />X
<br />FOOTNOTE "E"
<br />_
<br />MECHANICAL SCREENS
<br />- X , -
<br />X -
<br />FOOTNOTE "E" -
<br />ROOF LADDERS AND SHIPS
<br />LADDERS
<br />X
<br />X
<br />FOOTNOTE "E„
<br />SKYLIGHTS, CANOPIES AND
<br />AWNINGS
<br />X
<br />X
<br />STAIRS AND RAILINGS
<br />X
<br />X
<br />MEP ANCHORAGE AND
<br />BRACING
<br />X
<br />X
<br />FOOTNOTE R"C"
<br />A. IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE
<br />STRUCTURAL DRAWINGS, THEY SMALL BEAR THE SEAL AND SIGNATURE OF A
<br />PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS
<br />LOCATED. ANY MODIFICATIONS TO THE STRUCTURAL DRAWINGS SHALL BE
<br />SUBMITTED TO THE ARCHITECT AND ARE SUBJECT TO REVIEW AND ACCEPTANCE
<br />BY THE STRUCTURAL ENGINEER OF RECORD.
<br />B. DESIGN DRAWINGS, SHOP DRAWINGS, AND CALCULATIONS FOR THE DESIGN AND
<br />FABRICATION OF ITEMS THAT ARE DESIGNED BY OTHERS SHALL BEAR THE SEAL
<br />AND SIGNATURE OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE
<br />WHERE THE PROJECT IS LOCATED. CALCULATIONS SHALL BE INCLUDED FOR ALL
<br />CONNECTIONS TO THE STRUCTURE CONSIDERING LOCALIZED EFFECTS ON
<br />STRUCTURAL ELEMENTS INDUCED BY THE CONNECTION LOADS. DESIGN SHALL BE
<br />(BASED UPON THE REQUIREMENTS OF THE IBC AND AS NOTED UNDER "DESIGN
<br />CRITERIA."
<br />C. THE CONTRACTOR SHALL COORDINATE THE VERTICAL AND SEISMIC RESTRAINTS
<br />OF MECHANICAL, ELECTRICAL, AND PLUMBING EQUIPMENT, MACHINERY, AND
<br />ASSOCIATED PIPING WITH THE STRUCTURE. CONNECTIONS TO THE STRUCTURE
<br />SHALL CONFORM TO ASCE 7-10 CHAPTER 13 AND BE DESIGNED BY AN
<br />PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS
<br />LOCATED.
<br />D. FIELD ENGINEERED DETAILS DEVELOPED BY THE CONTRACTOR THAT DIFFER FROM,
<br />OR ADD TO, THE STRUCTURAL DRAWINGS SHALL BEAR THE SEAL AND SIGNATURE
<br />OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT
<br />IS LOCATED AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO
<br />CONSTRUCTION. ANY SUCH DETAILS ARE SUBJECT TO REVIEW AND ACCEPTANCE
<br />BY THE STRUCTURAL ENGINEER OF RECORD.
<br />E. THE DELEGATED DESIGNER SHALL, IN CONJUNCTION WITH THE GENERAL
<br />CONTRACTOR, COORDINATE THE VERTICAL AND SEISMIC RESTRAINTS AND
<br />LOADING OF EQUIPMENT WITH THE STRUCTURE. CONNECTIONS TO THE
<br />STRUCTURE SHALL CONFORM TO IBC AND ASCE 7 AND BE DESIGNED BY A
<br />PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS
<br />LOCATED,
<br />F. SHOP DRAWINGS SHALL BE GENERATED AND ORIGINATE FROM THE CONTRACTOR.
<br />STRUCTURAL AUTOCADIREVIT BACKGROUNDS WILL NOT BE RELEASED BY FE AND
<br />MAY NOT BE USED FOR THE GENERATION OF SHOP DRAWINGS. IT IS THE
<br />CONTRACTORS RESPONSIBILITY TO GENERATE THEIR SHOP DRAWINGS.
<br />FOUNDATIONS:
<br />1. FOUNDATION SIZES ARE BASED UPON A MAXIMUM TOTAL LOAD BEARING SOIL PRESSURE
<br />AS NOTED IN DESIGN CRITERIA FOR BEARING ON NATIVE SOILS/COMPACTED FILL, AS
<br />RECOMMENDED BY THE GEOTECHNICAL REPORT.
<br />2. ALL FOOTINGS SHALL BE A MINIMUM OF 18 INCHES BELOW FINAL GRADES.
<br />3. ALL DISTURBED SOIL SHALL BE REMOVED BY HAND OPERATION FROM FOOTING
<br />EXCAVATIONS TO NEAT LINES AND REPLACED WITH ENGINEERED FILL IF NECESSARY.
<br />4. THE CONTRACTOR SHALL REVIEWALL GEOTECHNICAL ENGINEER RECOMMENDATIONS
<br />PRIOR TO THE COMMENCEMENT OF ANY SITEWORK.
<br />5. STRUCTURAL FILL MATERIALS, PLACEMENT, AND COMPACTION REQUIREMENTS SHALL BE
<br />IN ACCORDANCE WITH THE GEOTECHNICAL REPORT.
<br />6. BOTTOM OF FOOTINGS SHALL BE STEPPED FROM ELEVATION TO ELEVATION AT 2' 0"
<br />HORIZONTAL TO V-0" VERTICAL STEPS.
<br />7. PLACEMENT OF ALL FILL SHALL BE OBSERVED AND TESTED FOR RELATIVE COMPACTION
<br />BY A QUALIFIED TECHNICIAN UNDER THE GUIDANCE OF THE GEOTECHNICAL ENGINEER.
<br />MINIMUM TESTING FREQUENCY SHALL BE ESTABLISHED BY THE GEOTECHNICAL ENGINEER.
<br />8. THE CONTRACTOR SHALL NOTIFY THE GEOTECHNICAL ENGINEER PRIOR TO
<br />COMMENCEMENT OF FILLING OPERATIONS.
<br />9. ALL GENERAL EXCAVATIONS AND FOOTINGS SH
<br />ALL BE INSPECTED AND APPROVED PRIOR
<br />TO THE PLACEMENT OF ANY SOIL BACKFILL AND/OR CONCRETE.
<br />10. ALL FILL, BACKFILL AND COMPACTION ACTIVITIES, PARTICULARLY DURING WET WEATHER
<br />CONDITIONS, SHALL FOLLOW RECOMMENDATIONS OF GEOTECHNICAL ENGINEER.
<br />11. GROUND ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY FROM THE BUILDING AT
<br />LEAST 5 PERCENT SLOPE FOR A MINIMUM DISTANCE OF 10 FEET FROM THE BUILDING.
<br />NOTIFY FOR IF CONDITIONS VARY.
<br />CONCRETE:
<br />1. ALL CONCRETE WORK SHALL CONFORM TO "ACI 313--BUILDING CODE REQUIREMENTS FOR
<br />STRUCTURAL CONCRETE" AND CHAPTER 19 OF THE INTERNATIONAL BUILDING CODE.
<br />2. CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD 28-DAY CYLINDER TESTS PER
<br />ASTM C39, UNLESS NOTED OTHERWISE, AND SHALL BE AS FOLLOWS:
<br />CONCRETE STRENGTHS
<br />WATER -
<br />ENTRAINED
<br />DESCRIPTION
<br />f"c (PSI)
<br />CEMENT
<br />RATIO BY
<br />AIR OTHER
<br />WEIGHT
<br />(PERCENT)
<br />FOOTINGS, STEMWALLS
<br />1 4,000
<br />0.53
<br />2 +/- 1.5
<br />INTERIOR WALLS
<br />4,000
<br />0.45
<br />EXTERIOR WALLS
<br />( 4,000
<br />0.45
<br />6 +/- 1.5
<br />INTERIOR SLAB -ON -GRADE
<br />4,000
<br />0,48
<br />SEE NOTE E
<br />NOTES:
<br />A. VERIFY WATERICEMENT RATIO WITH FLOOR COVERING MANUFACTURER FOR
<br />CONCRETE FLOORS WITH MOISTURE SENSITIVE FLOOR COVERINGS.
<br />B. CONCRETE MIXES SHALL BE NORMAL WEIGHT AND CONTAIN PORTLAND CEMENT
<br />CONFORMING TO ASTM C150 FOR TYPE 1, OR TYPE 11.
<br />C. AIR ENTRAINING AGENT SHALL CONFORM TO ASTM C260.
<br />D. COLUMNS THAT ARE AN INTEGRAL PART OF A WALL SHALL HAVE CONCRETE
<br />STRENGTH AS REQUIRED FOR COLUMNS,
<br />E. SHRINKAGE RATE, AS DETERMINED BY ASTM C157, OF CONCRETE SHALL NOT EXCEED
<br />0.045 PERCENT AT 28 DAYS. USE A SHRINKAGE REDUCING ADMIXTURE TO ACHIEVE
<br />THIS VALUE, IF REQUIRED.
<br />F. LIMITS ON CEMENTITIOUS MATERIALS FOR CONCRETE ASSIGNED TO EXPOSURE
<br />CLASS F3:
<br />CEMENTITIOUS MATERIALS
<br />MAXIMUM PERCENT OF TOTAL
<br />CEMENTITIOUS MATERIALS BY MASS
<br />FLY ASH OR OTHER POZZOLANS
<br />25
<br />CONFORMING TO ASTM C618
<br />SLAG CEMENT CONFORMING TO ASTIVI
<br />50
<br />C989
<br />SILICA FUME CONFORMING TO ASTM
<br />10
<br />C1240
<br />-- -^-
<br />TOTAL OF FLY ASH OR OTHER
<br />35 --- --
<br />POZZOLANS AND SILICA FUME
<br />TOTAL OF FLY ASH OR OTHER
<br />POZZOLANS, SLAG CEMENT, AND SILICA
<br />50
<br />FUME
<br />3. MINIMUM CEMENT CONTENT PER CUBIC YARD SHALL BE AS FOLLOWS:
<br />MINIMUM CEMENT CONTENT
<br />f c (PSI) MINIMUM CEMENT CONTENT PER CUBIC
<br />YARD
<br />3,000 _ 470 LBS.
<br />4,000 550 LBS,
<br />5,000 630 LBS.
<br />A. FLYASH CONFORMING TO ASTM C618 "TYPE F," OR "TYPE; C" MAY BE USED TO REPLACE
<br />UP TO 20 PERCENT OF THE CEMENT CONTENT, PROVIDED THAT THE MIX STRENGTH IS
<br />SUBSTANTIATED BY TEST DATA.
<br />4. THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS, ALONG WITH TEST DATA
<br />COMPLIANT WITH ACI-318 CHAPTER 5, A MINIMUM OF TWO WEEKS PRICER TO PLACING
<br />CONCRETE.
<br />5. NO WATER MAY BE ADDED TO CONCRETE IN THE FIELD UNLESS IT CONFORMS TO THE
<br />APPROVED MIX DESIGN AND IS SPECIFICALLY APPROVED IN WRITING BY THE CONCRETE
<br />SUPPLIER.
<br />6. A WATER REDUCING ADMIXTURE CONFORMING TO ASTM C494 USED IN STRICT
<br />CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS SHALL BE
<br />INCORPORATED INTO CONCRETE MIX DESIGNS. A HIGH RANGE WATER REDUCING
<br />ADMIXTURE CONFORMING TO ASTM C494 "TYPE F, OR TYPE "G" MAY BE USED IN
<br />CONCRETE MIXES PROVIDED THAT THE SLUMP DOES NOT EXCEED 10-INCHES.
<br />7. CONCRETE SMALL BE PLACED IN ONE CONTINUOUS OPERATION WHEREVER PRACTICAL.
<br />VERTICAL CONSTRUCTION JOINTS IN WALLS SHALL BE LOCATED MIDWAY BETWEEN
<br />COLUMNS OR PILASTERS.
<br />8. SLEEVES, OPENING, CONDUITS, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE
<br />STRUCTURAL DRAWINGS SHALL BE APPROVED BY THE STRUCTURAL ENGINEER PRIOR TO
<br />PLACING CONCRETE. CONDUITS EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE
<br />DIMENSION THAN ONE-THIRD THE THICKNESS OF THE SLAB AND SHALL NOT BE SPACED
<br />CLOSER THAN THREE DIAMETERS ON -CENTER.
<br />9. THE CONTRACTOR SHALL PROVIDE SHOP DRAWINGS FOR THE LAYOUT OF CONSTRUCTION
<br />AND CONTROL JOINTS FOR CONCRETE SLABS -ON -GRADE. THE JOINTS SHALL BE LOCATED
<br />AT MAXIMUM 12'-0" ON -CENTER EACH WAY FORMING RECTANGLES WITH A LENGTH TO
<br />WIDTH RATIO NOT EXCEEDING 1.5 IN ANY DIRECTION. CONTROL JOINTS SHALL INTERSECT
<br />AT COLUMN BLOCKOUTS, AT ENDS OF BEARING WALLS, AND AT ALL RE-ENTRANT
<br />CORNERS IN THE SLAB.
<br />10. PROVIDE VERTICAL EXPANSION JOINTS IN CONTINUOUS CONCRETE ASSEMBLIES AND
<br />WALLS SUCH THAT THE DISTANCE BETWEEN JOINTS DOES NOT EXCEED THE LESSER OF A
<br />LENGTH -TO -HEIGHT RATIO OF 3.5 OR 40-FEET. REFERENCE ARCHITECTURAL DRAWINGS
<br />FOR THE LOCATION OF EXPANSION JOINTS.
<br />11. ALL BOLTS AND/OR ANCHOR RODS EMBEDDED INTO CONCRETE SHALL CONFORM TO ASTM
<br />SPECIFICATION F1554 GRADE 36 UNLESS NOTED OTHERWISE ON THE STRUCTURAL
<br />DRAWINGS.
<br />12. ANCHOR RODS ARE TO BE LOCATED BY MEANS OF TEMPLATE. ANCHOR RODS SHALL NOT
<br />BE HAND SET, OR WET SET.
<br />13. ANCHOR RODS AND EMBEDDED ITEMS SHALL BE SET IN ACCORDANCE WITH THE AISC
<br />CODE OF STANDARD PRACTICE SECTION 7.5.
<br />14. WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING
<br />CONCRETE SURFACE SHALL BE CLEANED AND ROUGHENED TO A (MINIMUM 1/4"
<br />AMPLITUDE.
<br />15. PROVIDE 3/4" CHAMFERS ON ALL EXPOSED CONCRETE EDGES, UNLESS NOTED
<br />OTHERWISE.
<br />16. PREPARATION, CONSTRUCTION AND PROTECTION OF CONCRETE DURING COLD WEATHER
<br />OR HOT WEATHER SHALL CONFORM TO ACI 318 5.12, 5.13 AND ACI 306R AND 305R.
<br />SHOTCRETE:
<br />1. SHOTCRETE SHALL CONFORM TO ACI 506R-05, ACI 506.2-95, AND SECTION 1910 OF THE IBC.
<br />2. PRE -CONSTRUCTION TESTS SHALL BE PERFORMED PER IBC SECTION 1910.5.
<br />3. WET OR DRY MIX MAY BE USED AT THE CONTRACTORS DISCRETION.
<br />4. THE CONCRETE SHALL ACHIEVE A MINIMUM OF 2,000 PSI AT 3 DAYS AND 4,000 PSI AT 26
<br />DAYS.
<br />5. SHOTCRETE SHALL NOT BE PLACE BELOW 40 DEG. F OR ABOVE 100 DEGREES F.
<br />6. DAMPEN CONCRETE AND MASONRY SURFACES BEFORE APPLICATION, DRY TO A
<br />,SATURATED -SURFACE -DRY (SSD) CONDITION FOR APPLICATION. EXCESSIVELY WET
<br />SURFACES ARE NOT PERMITTED.
<br />7. APPLY WATER CONTROL MEASURES TO WET EARTH SURFACES.
<br />8. FOR INSTALLATIONS ON ROUGHENED CONCRETE OR ROCK SURFACES, SAND BLAST TO
<br />REMOVE ALL LOOSE MATERIAL.
<br />9, TIE REINFORCING TO PREVENT VIBRATION DURING APPLICATION.
<br />10. USE ROUND AGGREGATE FOR SHOTCRETE MIX.
<br />11. INSTALL WELDED WIDE FABRIC OVER ENTIRE SURFACE. USE NON -CONTACT LAPS AT ALL
<br />WWF SPLICES.
<br />REINFORCING STEEL-
<br />1. REINFORCING STEEL SHALL BE DETAILED, FABRICATED, AND PLACED IN ACCORDANCE TO ®ACI 318-
<br />BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" AND "ACI 315-MANUAL OF
<br />STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES."
<br />2. ALL REINFORCING STEED SHALL CONFORM TO THE FOLLOWING SPECIFICATIONS AND GRADES
<br />UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS:
<br />REINFORCING SPECIFICATIONS AND GRADES
<br />USE ASTM SPECIFICATION AND
<br />GRADE
<br />SMOOTH WELDED WIRE FABRIC ASTM A1064
<br />CONCRETE SHEAR WALL REINFORCEMENT ASTM A706*, GRADE 60
<br />ALL OTHER REINFORCEMENT ASTM A615, GRADE 60
<br />*ASTM A706 REBAR IN THE ABOVE USES IS PERMITTED TO BE REPLACED WITH ASTM A615 REBAR OF
<br />THE SAME GRADE IF ALL OF THE FOLLOWING ARE MET:
<br />A) THE ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED fy BY MORE THAN 18,000
<br />PSI
<br />B) THE RATIO OF THE ACTUAL TENSILE STRENGTH TO THE ACTUAL YIELD STRENGTH IS NOT LESS
<br />THAN 1.25
<br />C) SUPPORTING MILL CERTS OF THE REBAR SUPPLIED ON THE PROJECT IS PROVIDED FOR REVIEW
<br />3. REINFORCING STEEL TO BE WELDED SHALL CONFORM TO ASTM A706. WELDING OF REINFORCING
<br />STEEL SHALL CONFORM TO AWS D1.4. ALL WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS
<br />USING LOW HYDROGEN E70XX ELECTRODES.
<br />4. REINFORCING STEEL SHALL BE SECURELY TIED IN -PLACE WITH #r16 ANNEALED IRON WIRE. BARS IN
<br />BEAMS, SLABS, AND FOUNDATIONS SHALL BE SUPPORTED ON WELL -CURED CONCRETE BLOCKS,
<br />OR APPROVED METAL CHAIRS, AS SPECIFIED BY THE "CRSI MANUAL OF STANDARD PRACTICE,"
<br />MSP-1.
<br />5. ALL REINFORCEMENT SHALL BE FREE OF LOOSE MILL AND RUST SCALE, OIL, DIRT, OR COATINGS OF
<br />ANY KIND THAT REDUCE THE POND STRENGTH TO THE CONCRETE.
<br />6. REINFORCEMENT STEEL SHALL NOT BE DISPLACED OR ALTERED FOR THE CONVENIENCE OF OTHER
<br />TRADES UNLESS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD.
<br />7. "WET SETTING" OF REINFORCING STEEL, ANCHOR RODS, EMBEDDED PLATES AND INSERTS IS NOT
<br />PERMITTED.
<br />8. ALL REINFORCEMENT SHALL BE CONTINUOUS WITH ADEQUATE LAP LENGTHS AT SPLICE
<br />LOCATIONS.
<br />9. MINIMUM LAP OF WELDED WIRE FABRIC SHALL BE 12".
<br />10. THE FOLLOWING MINIMUM LAP SPLICE LENGTHS SHALL BE PROVIDED FOR ALL REINFORCING STEEL:
<br />TYPICAL LAP SPLICE SCHEDULE (IN)
<br />3,000 PSI
<br />4,000 PSI
<br />5,000 PSI
<br />BAR SIZE
<br />TOP BARS
<br />OTHER BARS
<br />TOP BARS
<br />OTHER BARS
<br />TOP BARS
<br />OTHER BARS
<br />3
<br />28
<br />22
<br />24
<br />19 -
<br />22
<br />17
<br />#I'4
<br />37
<br />29
<br />32
<br />25
<br />29
<br />22
<br />95
<br />47
<br />36
<br />40
<br />31
<br />36
<br />2
<br />#6
<br />56
<br />43
<br />46
<br />37
<br />43
<br />33
<br />#7
<br />81
<br />63
<br />70
<br />54
<br />63
<br />49
<br />#8
<br />93
<br />72
<br />80
<br />62
<br />72
<br />55
<br />NU I L6:
<br />A. FOR CENTER -TO -CENTER SPACING LESS THAN FOUR TIMES THE BAR DIAMETER, MULTIPLY THE
<br />ABOVE VALUES BY A FACTOR OF 1 A.
<br />B. TABLE VALUES APPLY FOR CLEAR COVER GREATER THAN OR EQUAL TO 1-1/2". CONTACT
<br />ENGINEER OF RECORD IF CONDITIONS VARY.
<br />C. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12°" OF CONCRETE CAST BELOW THE BAR.
<br />D. VALUES ARE FOR UNCOATED BARS.
<br />11. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR ALL REINFORCING STEEL:
<br />MINIMUM CONCRETE COVER (CAST -III -PLACE)
<br />USE
<br />COVER
<br />BEAM, JOIST AND COLUMN BARS
<br />1-1/2" (TO STIRRUPS, OR TIES)
<br />SLAB BARS
<br />1'"
<br />INTERIOR WALL FACE
<br />S ES
<br />(NOT EXPOSED TO EARTH, OR WEATHER)
<br />3/4'° (#11 AND SMALLER)
<br />EXTERIOR WALL FACES
<br />(EXPOSED TO EARTH, OR WEATHER)
<br />1-1/2" (#5 AND SMALLER)
<br />2" (#6 AND LARGER)
<br />CONCRETE CAST AGAINST EARTH
<br />3"
<br />12. UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS, REINFORCE ALL CONCRETE WALLS
<br />AS FOLLOWS:
<br />TYPICAL CONCRETE WALL REINFORCING
<br />-LOCATION
<br />WALL SIZE
<br />(HORIZONTAL
<br />BARS
<br />VERTICAL BARS
<br />-
<br />6"
<br />74 AT 16" OC
<br />#4 AT 16" OC
<br />AT CL OF WALL
<br />8"
<br />#4 AT 12" OC
<br />#4 AT 12" OC
<br />AT CL OF WALL
<br />10"
<br />94 AT 18" CC
<br />#4 AT 18" OC
<br />t___#4AT_16"OC
<br />AT EACH FACE
<br />12"
<br />AT 16" OC
<br />AT EACH FACE
<br />13. CONTINUE HORIZONTAL WALL BARS THROUGH PILASTERS, COLUMNS AND INTERSECTING WALLS.
<br />14, PROVIDE HOOKED FOOTING DOWELS OF THE SAME SIZE AND SPACING AS THE VERTICAL WALL
<br />REINFORCEMENT. LAP SPLICE DOWELS TO THE VERTICAL WALL REINFORCEMENT AND TERMINATE
<br />WITH STANDARD 90 DEGREE HOOK INTO THE FOOTING WITH 3" CLR TO BOTTOM OF FOOTING.
<br />15, AT WALL OPENINGS, PROVIDE A MINIMUM OF TWO #5 BARS OVER, UNDER, AND AT THE SIDES OF
<br />THE OPENING. EXTEND THESE BARS A LAP DISTANCE (OR A MINIMUM OF 2'-0") PAST THE OPENING
<br />ON ALL SIDES.
<br />16. PROVIDE ONE 95 FOR SINGLE LAYER, AND TWO #5 FOR DOUBLE LAYER REINFORCING, 4'-0" LONG,
<br />DIAGONALLY AT EACH CORNER OF ALL WALL OPENINGS.
<br />17.. REFERENCE TYPICAL DETAILS FOR THE DISPOSITION OF REINFORCEMENT AT WALL CORNERS,
<br />WALL INTERSECTIONS, AND FOR BAPS IN SMALL WALL SECTIONS.
<br />18. PROVIDE ##5 CARRIER BAR AT 3'-0" MAX SPACING FOR ALL WALL REINFORCING NOT SUPPORTED BY
<br />OTHER TRANSVERSE REINFORCEMENT,
<br />19. PROVIDE "CORNER" BAR AT CORNERS AND INTERSECTIONS FOR WALLS AND FOUNDATIONS EQUAL
<br />IN SIZE, NUMBER AND SPACING TO HORIZONTAL REINFORCING. SIZE CORNER BAR TO PROVIDE A
<br />FULL. LAP WITH HORIZONTAL REINFORCEMENT ON EACH LEG.
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<br />Otak Architects, Inc.
<br />808 SW Third Avenue, Ste 800
<br />Portland, OR 97204
<br />503.?$7.682-5
<br />www.otak.corn
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<br />FRO E LICH
<br />EN(3IH EER5s
<br />17700 SW Upper Boones Ferry Rd.
<br />Suite #115
<br />Portland, Oregon 97224
<br />Office: (503) 624-7005
<br />Portland, OR. I Bend, OR. I Denver, CO.
<br />froelich-engineers.coinjj FE# 19-T172
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<br />STATUS
<br />04/17/2020
<br />DATE
<br />328801
<br />PROJECT NUMBER
<br />
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