|
G
<br />(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS)
<br />CODE CONCRETE CONCRETE GENERAL NOTES NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD
<br />ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,
<br />ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH SECTION
<br />VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE
<br />ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NDS FOR
<br />SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, SPECIFICATIONS AND STANDARDS
<br />CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE
<br />NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A
<br />WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1NAILING
<br />WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION.
<br />FOR BUILDINGS (ACI 301).
<br />HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS.
<br />SCHEDULE, ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL
<br />MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES:
<br />DESIGN LOADS
<br />ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS
<br />PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER
<br />PER CUBIC FOOT.
<br />TABLE, OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP.
<br />NAIL
<br />SHANK 0
<br />MIN LENGTH
<br />DEAD LOADS:
<br />8d COMMON
<br />0.1310
<br />2 1/2" SHANK
<br />ROOF 12 PSF
<br />CONCRETE STRENGTHS AT 28 DAYS (f'c) AND MIX CRITERIA SHALL BE AS FOLLOWS:
<br />PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS
<br />LIVE LOADS:
<br />ROOF (SNOW LOAD) 25 PSF
<br />STATEMENT OF SPECIAL INSPECTIONS
<br />SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A
<br />WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF
<br />WORK IN ACCORDANCE WITH CHAPTER 1704.4 OF THE IBC.
<br />OF NOT MORE THAN 400 SQUARE FEET EACH. AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE
<br />ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT.
<br />ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO
<br />POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED
<br />BEYOND JOINT. 10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING
<br />MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148"0 x 3 1/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED
<br />SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS
<br />OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND
<br />u ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION.
<br />OPENINGS GREATER THAN 12 IN EITHER DIRECTION WITH (2) #5 EACH SIDE AND (1) #5 x 4"-0" DIAGONAL AT EACH
<br />STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED.
<br />THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS
<br />CORNER. EXTEND BARS 2'-0" BEYOND EDGE OF OPENING. IF 2'-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE
<br />ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEAD AND NUTS
<br />S
<br />SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING
<br />AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS.
<br />OF ALL BOLTS AND LAG R BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE
<br />STRUCTURAL OBSERVATION BY THE ENGINEER OF RECORD IS REQUIRED PER IBC SECTION 1704.5 TO VERIFY
<br />ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE
<br />SHANK AND THREADED PORTIONS PER NDS 11.1.3.
<br />CONSTRUCTION HAS BEEN PERFORMED IN GENERAL CONFORMANCE TO THE APPROVED CONSTRUCTION
<br />AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND
<br />BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR
<br />DOCUMENTS AT SUBSTANTIAL COMPLETION OF THE WORK, THE CONTRACTOR SHALL NOTIFY THE ENGINEER A
<br />SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 31&
<br />APPROVED BY THE STRUCTURAL ENGINEER. _
<br />CONNECTORS CALLED OUT BY LETTERS AI;ID "'UMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, CATALOG
<br />MINIMUM OF TWO WEEKS IN ADVANCE OF THE OBSERVATION.
<br />TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE
<br />ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE
<br />SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND
<br />WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED
<br />1. OBSERVATION DURING EXCAVATION
<br />WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION.
<br />OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS
<br />BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS,
<br />NOTED.
<br />SCREWS, OR BOLTS IN EACH MEMBER.
<br />FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY
<br />REINFORCING STEEL
<br />SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS
<br />NON -SHRINK GROUT
<br />INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE
<br />SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL,
<br />REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy
<br />(MINIMUM) AS MEMBERS CONNECTED.
<br />= 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED
<br />NON -SHRINK GROUT SHALL BE CEMENT -BASED WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN
<br />SPECIAL INSPECTION
<br />SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL
<br />TESTED IN ACCORDANCE WITH ASTM C-109. GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH
<br />RATED SHEATHS NG
<br />PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE
<br />THE MANUFACTURERS RECOMMENDATIONS.
<br />OPERATION CONT (PERIODIC REMARKS
<br />SOILS
<br />SHORING X GEOTECH ENGINEER
<br />EXCAVATION & FILL X GEOTECH ENGINEER
<br />PIPE PILING INSTALLATION X
<br />CONCRETE
<br />ADHESIVE ANCHORS X IF IREQ'D
<br />SHOP & FIELD WELDING
<br />SINGLE PASS FILLET WELDS <_ 5/16" X
<br />FILLET WELDS > 5/16" X
<br />PARTIAL & COMPLETE PENETRATION X
<br />OTHER WELDING X
<br />NOTE:
<br />ALL ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL
<br />INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE
<br />ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL
<br />RESULTS. ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT
<br />TO THE ATTENTION OF THE DESIGN TEAM.
<br />O• DRAWINGS FOR THE FOLLOWING ITEMS SHALLD TO THE ARCHITECT AND STRUCTURAL
<br />.REVIEW PRIOR TO FABRICATION:
<br />1. STRUCTURAL STEEL
<br />SHOP DRAWINGS SHALL BE REVIEWED REVISED AS RE�U I RED FOR FIELD CONDITIONS I IAND DA ESTAMPEDBYTHE
<br />1111 Pal
<br />FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROJECT
<br />ARCHITECT, ENGINEER OF RECORD, AND CONTRACTOR HAVE BEEN RECEIVED.
<br />FOUNDATIONS: PIN PILES
<br />SOILS REPORT: REPORT NO: 60531070
<br />PREPARED BY: AECOM
<br />DATED: 01/06/17
<br />ALLOWABLE PILE CAPACITY: 6 TONS
<br />PASSIVE EARTH PRESSURE: 250 PCF
<br />LATERAL EARTH PRESSURE:
<br />UNRESTRAINED: 35 PCF + ANY APPLICABLE SURCHARGE
<br />RESTRAINED: 35 PCF + 10 PSF * WALL HEIGHT
<br />IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR
<br />MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE
<br />THAN 10% FINES (PASSING THE #200 SIEVE).
<br />FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE
<br />THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM
<br />TEST METHOD D1557-00.
<br />BACKFILL BEHIND ALL RETAINING WALLS WITH WELL -DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE
<br />DRAINAGE. PROVIDE DAMPPROOFING AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER
<br />ARCHITECTURAL SPECIFICATIONS.
<br />3" 0 PIPE PILING INSTALLATION
<br />3" STD PIPE SHALL CONFORM TO ASTM A53 GRADE A OR B, FY = 30 KSI (MIN)
<br />PILES SHALL BE DRIVEN THROUGH LOOSE MATERIAL & BEAR IN COMPETENT DENSE SOIL AS DETERMINED BY THE
<br />GEOTECHNICAL SPECIAL INSPECTOR. PILES SHALL HAVE A MINIMUM OVERALL EMBEDMENT OF 10 FEET OR AS
<br />DETERMINED ADEQUATE BY THE GEOTECIHNICAL SPECIAL INSPECTOR. PILES SHALL NOT EXCEED A MAXIMUM
<br />EMBEDMENT DEPTH OF 30 FEET.
<br />PIPE PILING SHALL BE DRIVEN INTO THE SUBGRADE TO A POINT OF REFUSAL BY MEANS OF A PNEUMATIC HAMMER
<br />OR OTHER SIMILAR HYDRAULIC HAMMER SYSTEM. THE PNEUMATIC HAMMER SHOULD WEIGH AT LEAST 140
<br />POUNDS. REFUSAL SHALL BE DEFINED AS 1" OR LESS OF PENETRATION DURING 1 MINUTE OF SUSTAINED DRIVING.
<br />PIPE SECTIONS SHALL BE CONNECTED WITH INTERNAL SLIP COUPLINGS,
<br />THE CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE
<br />UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. IT IS
<br />THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY ALL UTILITIES WHICH MAY BE
<br />AFFECTED BY THE IMPLEMENTATION OF THESE DRAWINGS. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR
<br />ANY AND ALL DAMAGE TO UNDERGROUND UTILITIES RESULTING FROM THEIR OPERATION.
<br />SUBMITTED.
<br />WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP
<br />WELDED WIRE FABRIC 12" AT SIDES AND ENDS.
<br />REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI
<br />318R, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS
<br />SHALL BE PER SCHEDULE.
<br />MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICBO
<br />APPROVED SYSTEM, SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR, AND SHALL BE
<br />INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
<br />REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING
<br />EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN
<br />HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL
<br />ENGINEER. REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS.
<br />MINIMUM LAPS AND EMBEDMENT
<br />UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED
<br />BELOW:
<br />f'c = 2500 PSI
<br />DEVELOPMENT LENGTH
<br />LAP SPLICE
<br />BAR
<br />TENSION
<br />COMPRESSION
<br />TENSION
<br />COMPRESSION
<br />SIZE
<br />TOP BARS
<br />OTHER
<br />BARS
<br />ALL BARS
<br />TOP BARS
<br />OTHER
<br />BARS
<br />ALL BARS
<br />#3
<br />24
<br />18
<br />9
<br />30
<br />23
<br />12
<br />#4
<br />31
<br />24
<br />12
<br />41
<br />31
<br />15
<br />#5
<br />39
<br />30
<br />15
<br />51
<br />39
<br />19
<br />#6
<br />47
<br />36
<br />18
<br />61
<br />47
<br />23
<br />#7
<br />68
<br />53
<br />21
<br />89
<br />68
<br />27
<br />#8
<br />78
<br />60
<br />24
<br />102
<br />78
<br />30
<br />CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH:
<br />3"
<br />CONCRETE EXPOSED TO EARTH AND WEATHER:
<br />#6 BARS AND LARGER
<br />2"
<br />#5 BARS AND SMALLER
<br />1 1/2"
<br />CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
<br />SLABS, WALLS AND JOISTS
<br />3/4"
<br />COLUMN TIES OR SPIRALS AND BEAM STIRRUPS
<br />1 1/2"
<br />i , m-Ils. -,
<br />CONCRETE MASONRY UNITS SHALL BE ASTM C90, MEDIUM WT, TYPE I
<br />ff m = 1500 PSI. BLOCKS SHALL BE PLACED IN RUNNING BOND. ALL MASONRY CONTAINING REINFORCING AND CELLS
<br />BELOW GRADE SHALL BE GROUTED SOLID.
<br />MORTAR SHALL CONFORM TO ASTM C 270 TYPE S.
<br />GROUT SHALL CONFORM TO ASTM C 476 \A// f'c = 2000 PSI
<br />PROVIDE CLEANOUTS IN THE BOTTOM COURSE OF MASONRY FOR EACH GROUT POUR EXCEEDING 5 FEET. IF THE
<br />CELLS ARE SOLID GROUTED, CLEANOUTS ARE REQUIRED AT 32" OC MAXIMUM. GROUT FOR EACH POUR SHALL BE
<br />STOPPED 1 1/2" BELOW THE TOP OF THE LAST COURSE OF BLOCK. ALL GROUT TO BE THOROUGHLY CONSOLIDATED
<br />BY VIBRATING IMMEDIATELY AFTER PLACING.
<br />EXPANSION JOINTS @ 40'-0" OC UNO. PROVIDE MINIMUM #5 VERTICAL BAR EACH SIDE OF JOINT.
<br />57RUCTU9RAL STEEL
<br />STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC
<br />"SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST
<br />EDITION.
<br />SHAPES SHALL CONFORM TO ASTM A992, Fy = 50 KSL
<br />PLATES, ANGLES, AND RODS SHALL CONFORM TO ASTM A36, Fy = 36 KSI.
<br />STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy = 46 KSI.
<br />STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy = 35 KSI.
<br />BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N. BOLTS SHALL BE 3/4"0 MINIMUM, UNO
<br />ANCHOR BOLTS SHALL CONFORM TO ASTM A307.
<br />CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC
<br />MANUAL OF STEEL CONSTRUCTION.
<br />UNLESS SPECIFIED AS STAINLESS STEEL, ALL STEEL MEMBERS, SHAPES, BOLTS, AND ACCESSORIES EXPOSED TO
<br />WEATHER SHALL BE HOT DIP GALVANIZED.
<br />WELDING
<br />WELDING SHALL CONFORM TO AWS "STRUCTURAL WELDING CODE", LATEST EDITION. ALL WELDING SHALL BE
<br />DONE WITH 70 KSI LOW HYDROGEN ELECTRODES. WHERE NOT CALLED OUT, MINIMUM FILLET WELD SIZE SHALL BE
<br />PER TABLE 5.8 IN AWS D1.1, LATEST EDITION.
<br />WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR
<br />APPROVED BY STRUCTURAL ENGINEER. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING
<br />LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX
<br />ELECTRODES. SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS. WELDING WITHIN 41, OF
<br />COLD BENDS IN REINFORCING BARS IS NOT PERMITTED.
<br />ALL SHOP WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) CERTIFIED
<br />WELDERS.
<br />LUMBER
<br />ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA
<br />GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS:
<br />REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS.
<br />UNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD -BASED MEMBERS EXPOSED TO WEATHER OR IN
<br />CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE -TREATED BY
<br />VACUUM -PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD U1.
<br />RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE
<br />IN CONFORMANCE WITH IBC STANDARD 2303.1.4.
<br />TYPICAL FRAMING NOTES
<br />1. BEARING WALL FRAMING
<br />2x STUDS @ 16" OC FOR ALL SHEAR AND/OR BEARING WALLS UNO.
<br />REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR & WINDOW HEADERS NOT CALLED OUT ON THE PLANS.
<br />HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD UNO.
<br />COLUMNS BELOW FLUSH MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT
<br />CALLED OUT OTHERWISE SHALL BE TWO STUDS.
<br />2. WALL BASE PLATE ON CONCRETE
<br />WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE -TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS,
<br />BOLT PLATES OR SILLS TO CONCRETE WITH 5/8 INCH DIAMETER ANCHOR BOLTS WITH 7 INCH MINIMUM
<br />EMBEDMENT, PLACE AT 5'-0" OC MAXIMUM FOR SHEAR WALLS, AND AT U-0" OC FOR BEARING WALLS AND OTHER
<br />PARTITIONS, USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END
<br />TYPICAL UNLESS NOTED OR DETAILED OTHERWISE. REFER TO SHEAR WALL SCHEDULE. AT ALL SILL PLATE ANCHOR
<br />BOLTS, CONTRACTOR SHALL INSTALL 1/4" x 3" x 3" FLAT PLATE WASHERS.
<br />3. DIAPHRAGM NAILING
<br />ALL SHEAR WALLS, FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON THE
<br />PLANS. EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS S}'.ALI_ BE SHEATHED AND NAILED TO SUPPORTING
<br />FRAMING WITH 8d NAILS AT 6" OC AT ALL PANEL EDGES AND 12" OC AT ALL INTERMEDIATE SUPPORTS.
<br />THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH
<br />FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN 1/16" ARE NOT ACCEPTABLE.
<br />4. ALLOWABLE STUD AND PLATE PENETRATIONS
<br />CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25% OF THE STUD/PLATE WIDTH IN
<br />EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40% OF THE STUD/PLATE WIDTH IN ANY NON -BEARING
<br />PARTITIONS. BORED HOLE DIAMETER IS LIMITED TO 40% OF STUD/PLATE WIDTH IN ANY STUD AND MAY BE 60% IN
<br />NONBEARING PARTITIONS OR IF STUD IS DOUBLED. MAINTAIN 5/8" MINIMUM EDGE DISTANCE FROM HOLE EDGE.
<br />5. GYPSUM WALLBOARD NAILING
<br />ALL GYPSUM WALLBOARD SHALL BE NAILED TO ALL STUDS AND TOP AND BOTTOM PLATES WITH 6d COOLER NAILS
<br />OR NO. 13 GAUGE x 1 5/8" @ 7" OC (5d COOLER NAILS FOR 1/2 INCH GYPSUM SHEATHING). TYPICAL UNLESS NOTED
<br />OTHERWISE. INSTALLATION OF GWB SHALL BE SUCH THAT JOINTS ARE STAGGERED ON EACH SIDE OF A SINGLE
<br />WALL.
<br />EXISTING BUILDING
<br />CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING
<br />DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE
<br />REDESIGN.
<br />CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS
<br />PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH.
<br />GENERAL
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL, AND
<br />MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
<br />CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE
<br />ATTENTION OF THE ARCHITECT BEFORE PROCEEDING.
<br />CONTRACTOR TO SEE ARCHITECTURAL, CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION
<br />OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS.
<br />CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL
<br />PERMANENT SUPPORT AND STIFFENING ARE INSTALLED.
<br />CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL
<br />ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS
<br />ONLY WILL NOT SATISFY THIS REQUIREMENT.
<br />DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT
<br />SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF
<br />CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL
<br />ENGINEER.
<br />NO FINAL
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