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STR_UCTUR_A_LN,._0,TlElS_
<br />CODE
<br />REINF0RCING STEEL
<br />GALVANIZATION
<br />ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,
<br />REINFORCING STEEL SMALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL RE GRADE 60 (Fy
<br />UNLESS NOTED OTHERWISE, STEEL CONNECTORS IN COLT/ACT WITH TREATED WOOD SHALL BE GALVANIZED
<br />SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION. SPECIFICATIONS AND STANDARDS
<br />= 60,000 PSI), UNLESS NOTED OTHERWISE, GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO RE WELDED
<br />ACCORDING TO THE FOLLOWING TABLE:
<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 />PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE
<br />GALVANIZATION i
<br />UNTREATED
<br />CCA-C
<br />SBX
<br />ACCI-C
<br />ACQ-D
<br />CBA-A
<br />OTHER
<br />ACZA
<br />OTHER PT
<br />WOOD
<br />DESIGN LOADS
<br />SUBMITTED.
<br />WOOD
<br />CA-S
<br />BORATE
<br />DEAD LOADS:
<br />REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH ACI SP-66 AND ACI
<br />G90
<br />X
<br />x
<br />X
<br />ROOF 15 PSF
<br />318, LATEST EDITIONS. UNLESS OTHERWISE NOTED, ED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS
<br />G185
<br />X I
<br />X
<br />X
<br />X
<br />X
<br />X
<br />FLOOR 15 PSF
<br />SHALL BE PER SCHEDULE.
<br />HIDG
<br />X
<br />X
<br />X
<br />X
<br />X
<br />X
<br />LIVE LOADS:
<br />MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICBO
<br />STT300
<br />X
<br />X
<br />X
<br />X
<br />X
<br />X
<br />X
<br />X
<br />ROOF (SNOW LOAD) 25 PSF
<br />APPROVED SYSTEM, SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR, AND SHALL BE
<br />RESIDENTIAL 40 PSF
<br />INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
<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 />(LIVE LOADS ARE REDUCED WHERE .PERMISSIBLE PER IBC SECTION 1607.11).
<br />REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING
<br />HDG = HOT DIP GALVANIZED
<br />EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN
<br />SST300 = TYPE 316L STAINLESS STEEL
<br />EARTHQUAKE LOADS:
<br />HARDENED CONCRETE SMALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL
<br />RATED SHIEATHIING
<br />ENGINEER. REFER TO CHAPTER 25 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS.
<br />EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 SECTION 12.8.
<br />RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE
<br />MINIM49 LAPS AND EMBEDMENT
<br />IN CONFORMANCE WITH IBC STANDARD 2303.1.5.
<br />SITE CLASS (ASSUMED) D
<br />SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS) 1,182
<br />UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED
<br />RPI nlAk
<br />GLUE -LAMINATED TIMBER
<br />ONE SECOND SPECTRAL RESPONSE ACCEL (Si)
<br />0.420
<br />SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS)
<br />0.809
<br />ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI)
<br />0.526
<br />RISK CATEGORY
<br />II
<br />SEISMIC IMPORTANCE FACTOR (IE)
<br />1.0
<br />SEISMIC DESIGN CATEGORY
<br />D
<br />BASIC SEISMIC FORCE -RESISTING -SYSTEM
<br />PLYWOOD SHEAR WALLS
<br />RESPONSE MODIFICATION FACTOR, (R)
<br />6.5
<br />REDUNDANCY FACTOR (p)
<br />1.0
<br />SEISMIC RESPONSE COEFFICIENT (CS)
<br />0.125
<br />W = TOTAL SEISMIC ,DEAD LOAD AS DEFINED PER ASCE 7-16 SECTION 12.7.2.
<br />BASE SHEAR (V), V = CSW = SDS
<br />WIND LOADS.
<br />BASIC WIND SPEED (3 SECOND GUST)
<br />98 MPH
<br />EXPOSURE
<br />B
<br />KZT
<br />1.0
<br />SEE PLANS FOR ADDITIONAL DESIGN LOADS.
<br />GLUE-LAIMINATED TIMBER SHALL BE DOUGLAS FIR, FABRICATED IN CONFORMANCE WITH ,ANSI/AITC STANDARD
<br />A190.1, LATEST EDITION. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED
<br />BY AN AITC CERTIFICATE OF CONFORMANCE. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL BE OF THE
<br />FOLLOWING MINIMUM STANDARDS:
<br />STATEMENT OF SPECIAL INSPECTIONS
<br />2, WALL SASE PLATE ON CONCRETE
<br />CONCRETE COVER ON REINFORCING
<br />SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A
<br />WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE -TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS,
<br />WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF
<br />CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH:
<br />3"
<br />BOLT PLATES OR SILLS TO CONCRETE STEM WALLS WITH 5/8 INCH DIAMETER ANCHOR BOLTS WITH 7 INCH
<br />WORK IN ACCORDANCE WITH SECTION 1704.4 OF THE IBC.
<br />MINIMUM EMBEDMENT. PLACE AT 5'-C" OC MAXIMUM FOR SHEAR WALLS, AND AT 6-0" OC FOR BEARING WALLS
<br />CONCRETE EXPOSED TO EARTH AND WEATHER:
<br />AND OTHER PARTITIONS. USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF
<br />STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED.
<br />#6 BARS AND LARGER
<br />2"
<br />END OF PLATES, TYPICAL UNLESS NOTED OR DETAILED OTHERWISE. REFER TO SHEAR WALL SCHEDULE. AT ALL SILL
<br />#5 BARS AND SMALLER
<br />,°
<br />1 1/2
<br />PLATE ANCHOR BOLTS, CONTRACTOR SHALL INSTALL 1/4°' x 3"x 3" FLAT PLATE WASHERS.
<br />FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY
<br />SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS
<br />CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
<br />3. ROOF AND FLOOR FRAMING
<br />SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL.
<br />SLABS, WALLS AND J06TS
<br />3/4"
<br />COLUMN TIES OR SPIRALS AND BEAM STIRRUPS
<br />1 1/2"
<br />PROVIDE 1 1/2" FULL DEPTH BLOCKING FOR .JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0" OC MAXIMUM
<br />SPECIAL JNISPEOTI0N
<br />EOIATE 8° 0" OC BLOCKINIC NOT REQ'D IF GWB CEILING IS INSTALLED DIRECTLY TO UNDERSIDE OF
<br />it OPERATION 7'��
<br />SOILS
<br />FOUNDATION BEARING CAPACITY VERIFICATION 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 WITHCOPIES 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 />SOILS REPORT: REPORT NOT AVAILABLE AT TIME OF DESIGN
<br />ALLOWABLE SOIL PRESSURE: 2000 PSF (ASSUMED; TO BE FIELD VERIFIED DURING CONSTRUCTIONS)
<br />THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS
<br />SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVALTWO WEEKS PRIOR TO 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 IN ACCORDANCE WITH CHAPTER 26 OF ACI 318.
<br />ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE
<br />WITH ACI 318 TABLE 19.3.3.1 FOR MODERATE EXPOSURE CLASS F1.
<br />*PROVIDE fic SPECIFIED IN TABLE FOR DURABILITY REQUIREMENTS, 2500 PSI CONCRETE MEETS STRENGTH
<br />REQUIREMENTS, THEREFORE SPECIAL INSPECTION IS NOT REQUIRED.
<br />CONCRETE GENERAL MOTES
<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.
<br />LUMBER
<br />ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH W'WPA
<br />GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS:
<br />SIZE CLASSIFICATION
<br />i
<br />a
<br />,. t
<br />11 JOISTS AND P
<br />'
<br />PLATES AND BLOCKING
<br />y
<br />6x AND LARGER BEAMS AND
<br />STRINGERS
<br />AND SMALLER BEAMS AND
<br />x I
<br />��
<br />REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS.
<br />CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8"OF SOIL SHALL BE PRESERVATiVE-TREATED BY
<br />VACUUM -PRESSURE P,F r � STANDARD D ,
<br />NAIILS, BOLTS, AND METAL CONNECTORS ORWOOD
<br />SHALLALL NAILS STANDARDS E FORTH BY THE NATIONAL DESIGN STANDARDS
<br />WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.10.1 NAILING
<br />ALL , LPLANS SHALL BE COMMOND OTHERWISE
<br />14FFT al' EXCEF-D-TWF FOLLOWING MINIMUM GUIDELINES:
<br />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" x 3 1/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED
<br />WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS
<br />ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION.
<br />ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS
<br />OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLIES FOR LAG BOLTS SHALL BE BORED FOR THE
<br />SWANK AND THREADED PORTIONS PER NDS 12.1.4.2.
<br />CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, CATALOG
<br />TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE
<br />WITH THE MANUFACTURERSRECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED
<br />BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS,
<br />SCREWS, OR BOLTS IN EACH MEMBER.
<br />INSTALL SOUND BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND .THE SAME GRADE
<br />(MINIMUM) AS MEMBERS CONNECTED.
<br />UNO.INTER -
<br />FRAMING. INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN.
<br />4. 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 SHALL BE SHEATHED AND NAILED TO SUPPORTING
<br />FRAMING WITH Bd 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. MAIL PENETRATIONS GREATER THAN 1/16" ARE NOT ACCEPTABLE.
<br />5. 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 />6. 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 15/8" @ 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 ED 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 REQUI6TEMENT.
<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, SUB,JECTTO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL
<br />ENGINEER.
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