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STRUCTURAL NOTES
<br />(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS)
<br />CODE
<br />REINFORCING STEEL
<br />NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD
<br />TYPICAL FRAMING NOTES
<br />ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,
<br />REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy
<br />ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NDS) FOR
<br />1. BEARING WALL FRAMING
<br />SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. SPECIFICATIONS AND STANDARDS
<br />= 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED
<br />WOOD CONSTRUCTION, LATEST EDITION, NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.10.1 NAILING
<br />2x STUDS @ 16" OC FOR ALL SHEAR AND/OR BEARING WALLS UNO.
<br />WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION.
<br />SHALL CONFORM TO ASTM A706, REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL
<br />SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL
<br />PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE
<br />MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES:
<br />REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR & WINDOW HEADERS NOT CALLED OUT ON THE PLANS.
<br />DESIGN LOADS
<br />SUBMITTED:
<br />NAIL
<br />SHANK 0
<br />MIN LENGTH
<br />HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (2) CRIPPLE AND (1) FULL HEIGHT STUD UNO.
<br />DEAD LOADS:
<br />REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI
<br />8d COMMON
<br />0.1310
<br />2 1/2" SHANK
<br />COLUMNS BELOW FLUSH MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT
<br />ROOF 15 PSF
<br />318R, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS
<br />FLOOR 15 PSF
<br />SHALL BE PER SCHEDULE.
<br />10d COMMON
<br />0.148
<br />3" SHANK
<br />CALLED OUT OTHERWISE SHALL BE TWO STUDS.
<br />LIVE LOADS:
<br />REINFORCING SHALL BE PLACED. AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING
<br />12d COMMON
<br />0.1480
<br />3 1/4" SHANK
<br />2. WALL BASE PLATE ON CONCRETE
<br />ROOF (SNOW LOAD) 25 PSF
<br />EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN
<br />16d COMMON
<br />0.1620
<br />3 1/2' SHANK
<br />WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE -TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS,
<br />RESIDENTIAL 40 PSF
<br />HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL
<br />ENGINEER. REFER CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS.
<br />10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING
<br />BOLT PLATES OR SILLS TO CONCRETE WITH 5/8 INCH DIAMETER ANCHOR BOLTS WITH 7 INCH MINIMUM
<br />EARTHQUAKE LOADS:
<br />MEMBERS MAY NAILED WITH 16d SINKERS (0.148" 0 x 3 1/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED
<br />EMBEDMENT. PLACE AT 5'-0" OC MAXIMUM FOR SHEAR WALLS, AND AT 6'4" OC FOR BEARING WALLS AND OTHER
<br />MINIMUM LAPS AND EMBEDMENT
<br />WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS
<br />PARTITIONS. USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END
<br />EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8.
<br />ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION.
<br />TYPICAL UNLESS NOTED OR DETAILED OTHERWISE. REFER TO SHEAR WALL SCHEDULE. AT ALL SILL PLATE ANCHOR
<br />UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED
<br />BOLTS, CONTRACTOR SHALL INSTALL 1/4" x 3" x 3" FLAT PLATE WASHERS.
<br />SITE CLASS D
<br />BELOW:
<br />ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS
<br />SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS) 1.348
<br />OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE
<br />3. ROOF AND FLOOR FRAMING
<br />ONE SECOND SPECTRAL RESPONSE ACCEL (SI) 0.512
<br />Vc = 3000 PSI
<br />SHANK AND THREADED PORTIONS PER NDS 11.1.3.
<br />SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS) 0.899
<br />PROVIDE 1 1/2" BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0" OC MAXIMUM UNO. INSTALL
<br />ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI) 0.512
<br />DEVELOPMENT LENGTH
<br />LAP SPLICE
<br />CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, CATALOG
<br />DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. PROVIDE TRUSS BLOCKING
<br />RISK CATEGORY II
<br />BAR
<br />TENSION
<br />COMPRESSION
<br />TENSION
<br />COMPRESSION
<br />TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE
<br />PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS, AND WHERE INDICATED ON PLANS AND DETAILS.
<br />SEISMIC IMPORTANCE FACTOR (I) 1.0
<br />WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED
<br />SIZE
<br />E
<br />SEISMIC DESIGN CATEGORY D
<br />TOP BARS
<br />OTHER
<br />ALL BARS
<br />TOP OARS
<br />OTHER
<br />ALL BARS
<br />BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS,
<br />4. DIAPHRAGM NAILING
<br />BASIC SEISMIC FORCE -RESISTING -SYSTEM WOOD FRAMED SHEAR WALLS
<br />BARS
<br />BARS
<br />SCREWS, OR BOLTS IN EACH MEMBER.
<br />ALL SHEAR WALLS, FLOOR AND ROOF DIAPHRAGM MAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON THE
<br />RESPONSE MODIFICATION FACTOR, (R) 6.5
<br />#3
<br />22
<br />17
<br />9
<br />28
<br />22
<br />12
<br />INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE
<br />PLANS. EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO SUPPORTING
<br />REDUNDANCY FACTOR (p) 1.
<br />#4
<br />29
<br />22
<br />11
<br />37
<br />29
<br />15
<br />(MINIMUM) AS MEMBERS CONNECTED.
<br />FRAMING WITH 8d NAILS AT 6" OC AT ALL PANEL EDGES AND 12" OC AT ALL INTERMEDIATE SUPPORTS.
<br />SEISMIC RESPONSE COEFFICIENT (Cs) .138
<br />#5
<br />36
<br />28
<br />14
<br />47
<br />36
<br />19
<br />GALVANIZATION
<br />THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH
<br />W =TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2.
<br />#6
<br />43
<br />33
<br />17
<br />56
<br />43
<br />23
<br />FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN 1/16" ARE NOT ACCEPTABLE.
<br />SDs
<br />UNLESS NOTED OTHERWISE, STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED
<br />BASE SHEAR (V), V = CSW = R I W
<br />#7
<br />63
<br />48
<br />20
<br />81
<br />63
<br />27
<br />ACCORDING TO THE FOLLOWING TABLE:
<br />5. ALLOWABLE STUD AND PLATE PENETRATIONS
<br />WIND LOADS:
<br />#8
<br />72
<br />55
<br />22
<br />93
<br />72
<br />30
<br />GALVANIZATION
<br />UNTREATED
<br />CCA-C
<br />SB
<br />ACQ-C
<br />C
<br />OTHER
<br />AC A
<br />OTHER PT
<br />CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25% OF THE STUD/PLATE WIDTH IN
<br />BASIC WIND SPEED 3 SECOND GUST 110 MPH
<br />( )
<br />NOTE:
<br />1. ALL LENGTHS ARE IN INCHES.
<br />WOOD
<br />ACQ�D
<br />CAB
<br />A-B
<br />BORATE
<br />WO OD
<br />EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40/o OF THE STUD/PLATE WIDTH IN ANY NON -BEARING
<br />EXPOSURE B
<br />2. ALL LAP SPLICES ARE CLASS B.
<br />G90
<br />X
<br />X
<br />X
<br />PARTITIONS. BORED HOLE DIAMETER IS LIMITED TO 40% OF STUD/PLATE WIDTH IN ANY STUD AND MAY BE 60% IN
<br />KZr 1.0
<br />3 "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF
<br />G185
<br />X
<br />X
<br />X
<br />X
<br />X
<br />X
<br />NONBEARING PARTITIONS OR IF STUD IS DOUBLED. MAINTAIN 5/8" MINIMUM EDGE DISTANCE FROM HOLE EDGE.
<br />SEE PLANS FOR ADDITIONAL DESIGN LOADS.
<br />CONCRETE IS CAST IN THE MEMBER BELOW THE BAR.
<br />HDG
<br />X
<br />X
<br />X
<br />X
<br />X
<br />X
<br />6. GYPSUM WALLBOARD NAILING
<br />SPECIAL INSPECTION
<br />CONCRETE COVER ON REINFORCING
<br />STT300
<br />t X
<br />X
<br />X
<br />X
<br />X
<br />X
<br />X
<br />X
<br />I
<br />ALL GYPSUM WALLBOARD SHALL BE NAILED TO ALL STUDS AND TOP AND BOTTOM PLATES WITH 6d COOLER NAILS
<br />L UNLESS NOTED
<br />SOILS REPORT: NOT AVAILABLE AT TIME OF DESIGR
<br />ALLOWABLE PRESSURE: 001 (ASSUMED, TO BE FIELD VERIFIED)
<br />REPRESENT�OOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED A1111
<br />AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS
<br />DEPTHS AND is FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT
<br />CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW
<br />COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE.
<br />IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR
<br />BlMlW-Aflll=4W9lWl=`I OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE
<br />;. FINES (PASSING
<br />1ALIKI ILI- ' !` 'i '' ! III I milmll 2 01'
<br />Ki7 ITA-1y
<br />ALL CONCRETE SHALL BE S ANTIRG A URIT I'VE16A O#F A NOVAIARf
<br />PER CUBIC FOOT.
<br />CONCRETE STRENGTHS AT 28 DAYS (f'c) AND MIX CRITERIA SHALL BE AS FOLLOWS:
<br />THE MINIMUM AMOUNT CEMENT LISTED ABOVE i D IF A CONCRETE PERFORMANCE
<br />SUBMITTED TO THE ENGINEER AND THE-; FOR APPROVAL i WEEKS PRIOR _. PLACING
<br />ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE
<br />AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND
<br />SUBSTANTIATING STRENGTH DATA ! !A • OF ACI 318,
<br />ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE
<br />WITH ACI 318 TABLE4.2.1 FOR MODERATE EXPOSURE CONDITION.
<br />#6 BARS AND LARGER 2"
<br />#5 BARS AND SMALLER 1 1/2"
<br />CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
<br />SLABS, WALLS AND JOISTS 3/4"
<br />COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2"
<br />CONCRETE GENERAL NOTES
<br />VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE
<br />NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A
<br />HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS.
<br />PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER
<br />TABLE, OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP.
<br />PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS
<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
<br />CONSTRUCTION BE !'O CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR
<br />POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED
<br />BEYOND i " _
<br />BEYONDSEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF
<br />OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND
<br />OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2) #5 EACH SIDE AND (1) #5 x 4'-0" DIAGONAL AT EACH
<br />CORNER. EXTEND BARS 2'-0" AS
<br />AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS.
<br />BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR
<br />APPROVED BYTHE STRUCTURAL ENGINEER.
<br />SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND
<br />qy_ i EXPOSED iSURFACES.PROVIDEii ACORNERS
<br />i
<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 />NOTEDREFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS.
<br />UNLESS OTHERWISE IN THE PLANS, ALL WOOD AND WOOD —BASED MEMBERS EXPOSED TO WEATHEROR IN
<br />CONTACT!' • MASONRY, OR WITHIN :. OF !. SHALL BE PRESERVATIVE—TREATEDB
<br />G90 = 0.90 OZ..OF ZINC PER SQUARE FOOT OF AREA
<br />G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA
<br />HDG = HOT DIP GALVANIZED
<br />SST300 = TYPE 316L STAINLESS STEEL
<br />RATED SHEATHING
<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 />WOOD I -JOISTS
<br />WOOD [-JOISTS, MANUFACTURED BY THE TRUS JOIST CORPORATION SHALL BE SIZED AND DETAILED TO FIT THE
<br />DIMENSIONS AND LOADS INDICATED ON THE PLANS. ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE
<br />VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE.
<br />PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED. MANUFACTURER
<br />SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS. INSTALL PER
<br />MANUFACTURER'S RECOMMENDATIONS.
<br />ALL TRUSS JOISTS ARE TO BE CONNECTED TO FLUSH BEAMS WITH SIMPSON TYPE ITS, [US OR HU HANGERS, PROVIDE
<br />WEB STIFFENERS AS REQUIRED.
<br />TI BERSTRAND, MICROLLAM, AND PARALLAM MEMBERS
<br />FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE (BCC -ES) REPORT
<br />NO. ESR-1387 OR CCMC REPORT NO. 12627-R, 08675-R, AND 11161-R. EACH MEMBER SHALL BE IDENTIFIED BY A
<br />STAMP INDICATING THE PRODUCT TYPE AND GRADE, ICC-ES OR CCMC REPORT NUMBER, MANUFACTURER'S NAME,
<br />PLANT NUMBER AND INDEPENDENT INSPECTION AGENCY'S LOGO. FABRICATOR SHALL BE CERTIFIED. MEMBERS
<br />SHALL MEET THE FOLLOWING MINIMUM STANDARDS:
<br />TIMBERSTRAND, MICROLLAM, AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY -USE APPLICATIONS
<br />UNLESS NOTED OTHERWISE, ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE
<br />MANUFACTURES RECOMMENDATIONS.
<br />OR NO. 13 GAUGE x 1 5/8 [� 7 OC (5d COOLER NAILS FOR 1/2 INCH GYPSUM SHEATHING). TYPICA
<br />OTHERWISE. INSTALLATION OF GWB SHALL BE SUCH THAT JOINTS ARE STAGGERED ON EACH SIDE OF A SINGLE
<br />WALL.
<br />4:111k
<br />CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE
<br />PROCEEDING. P SHALL BE BROUGHT TO THEATTENTIONARCHITECT BEFORE
<br />PROCEEDING.
<br />CONTRACTOR TO SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER
<br />OPENINGS AND DETAILS i DRAWINGS.
<br />PET,14ANENT SUPPORTAND STIFFENING ARE INSTALLED.
<br />DRAWINGS INDICATEA AND TYPICAL DETAILS OF CONWHERE STRUCTION.CONDITIONS— NOT
<br />SPECIFICALLY INDICATED OF i SIMILAR CHARACTER TO DETAILS SHOWN,A• DETAILS OF
<br />CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL
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