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01000: GENERAL REQUIREMENTS
<br />THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY DISCREPANCY FOUND
<br />BETWEEN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE CONDITIONS, AND ARCHITECTURAL PLANS
<br />SHALL BE REPORTED TO THE ARCHITECT WHO SHALL CORRECT THE DISCREPANCY IN WRITING. ANY
<br />WORK COMPLETED AFTER DISCOVERY OF THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S
<br />RISK. REFER TO ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND
<br />DIMENSIONS NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SHOWN.
<br />THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTION
<br />LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFILL BEHIND WALLS
<br />SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED.
<br />THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE CONTRACTOR
<br />SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION, SHORING, AND OTHER WORK
<br />WITH ALL UTILITIES AND ADJACENT PROPERTIES. CALL THE UTILITY LOCATE SERVICE PRIOR TO ANY
<br />WORK AT 1-800-332-2344.
<br />01100: CODE REQUIREMENTS
<br />ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE AS
<br />ADOPTED BY THE CITY OF EVERETT WASHINGTON.
<br />01200: DESIGN LOADS
<br />LIVE LOADS
<br />ROOF (SNOW) 25 PSF
<br />FLOORS (RESIDENTIAL) 40 PSF
<br />SNOW LOAD DESIGN DATA:
<br />Pg = 20 PSF, Pf = 14 PSF, Ce = 1.0,
<br />Is = 1.0, Ct = 1.0,
<br />WIND DESIGN DATA:
<br />BASIC WIND SPEED:
<br />110 MPH (ULT.) 85 MPH (ASD)
<br />WIND IMPORTANCE FACTOR:
<br />Iw = 1.0
<br />WIND EXPOSURE:
<br />EXPOSURE B
<br />TOPOGRAPHICAL FACTOR:
<br />Kzt = 1.0
<br />INTERNAL PRESSURE COEFFICIENT:
<br />GCpi = +/- 0.18
<br />COMPONENT/CLADDING WIND PRESSURE:
<br />P(C) = 25 PSF
<br />EARTHQUAKE DESIGN DATA:
<br />SEISMIC IMPORTANCE FACTOR:
<br />le = 1.0
<br />SPECTRAL RESPONSE ACCELERATIONS:
<br />Ss = 1.302 S1 = 0.495
<br />SITE CLASS:
<br />SITE CLASS E
<br />SPECTRAL RESPONSE COEFFICIENTS:
<br />SDS = 0.781 SD1 = 0.792
<br />SEISMIC DESIGN CATEGORY:
<br />SEISMIC DESIGN CATEGORY D
<br />BASIC FORCE RESISTING SYSTEM:
<br />BEARING WALL SYSTEM
<br />DESIGN BASE SHEAR:
<br />Cs = 0.120 W
<br />RESPONSE MODIFICATION FACTOR:
<br />R = 6.5 (LIGHTFRAME WALLS)
<br />ANALYSIS PROCEDURE:
<br />EQUIVALENT LATERAL FORCE
<br />01300: GEOTECHNICAL INFORMATION
<br />EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING
<br />RECOMMENDATIONS. ALL FOUNDATIONS ARE TO BE FOUNDED ON COMPETENT NATIVE MATERIAL OR
<br />BY OTHER MEANS AS DEFINED BY A LICENSED GEOTECHNICAL ENGINEER.
<br />CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS:
<br />ALLOWABLE BEARING PRESSURE 250OPSF
<br />ACTIVE EARTH PRESSURE (YIELDING) 35 PCF
<br />ACTIVE EARTH PRESSURE (AT -REST) 55 PCF
<br />PASSIVE EARTH PRESSURE 350 PCF
<br />COEFFICIENT OF FRICTION 0.35
<br />SOIL PROFILE SITE CLASS E
<br />ALL FOUNDATION INSTALLATIONS ARE SUBJECT TO APPROVAL OF THE LOCAL BUILDING INSPECTOR OR
<br />A LICENSED GEOTECHNICAL ENGINEER.
<br />01330: SHOP DRAWING SUBMITTAL PROCESS
<br />SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AN ENGINEER OF RECORD FOR APPROVAL
<br />PRIOR TO FABRICATION. IF SHOP DRAWINGS DIFFER FROM THE APPROVED DESIGN DRAWINGS, NEW
<br />DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON
<br />STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO THE BUILDING
<br />OFFICIAL FOR APPROVAL PRIOR TO FABRICATION.
<br />SHOP DRAWINGS ARE REQUIRED FOR FOR PREFABRICATED WOOD TRUSSES.
<br />CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON
<br />STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS FOR PREFABRICATED
<br />PLATED WOOD TRUSSES.
<br />01400: INSPECTIONS AND SPECIAL INSPECTIONS
<br />THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED BY THE
<br />LOCAL BUILDING DEPARTMENT.
<br />SPECIAL INSPECTIONS ARE NOT REQUIRED UNLESS OTHERWISE REQUIRED BY THE BUILDING OFFICIAL.
<br />01401: STRUCTURAL OBSERVATION
<br />STRUCTURAL OBSERVATION IS NOT REQUIRED.
<br />02000: SITE CONSTRUCTION
<br />ALL SITE CONSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING
<br />RECOMMENDATIONS AS NOTED IN THE GEOTECHNICAL ENGINEERING REPORT (SEE SECTION 01300) AND
<br />IN SUBSEQUENT DIRECTIVES.
<br />02260: EXCAVATION SUPPORT AND PROTECTION
<br />EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE MATERIAL PER
<br />THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS, OVER -EXCAVATED AREAS SHALL BE
<br />BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNICAL RECOMMENDATIONS AT THE CONTRACTOR'S
<br />EXPENSE.
<br />EXCAVATION SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE LIMITS SPECIFIED BY
<br />LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS.
<br />INSTALLATION OF CONSTRUCTION SHORING, IF REQUIRED, SHALL BE PER THE SHORING DRAWINGS,
<br />NOTES, AND SPECIFICATIONS.
<br />02300: BACKFILL AND COMPACTION
<br />BACKFILL SHALL NOT BE PLACED UNTIL THE REMOVAL OF FORMWORK AND OF ANY DEBRIS. BACKFILL
<br />BEHIND ALL WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. ALL
<br />BACKFILL MATERIAL AND PLACEMENT PROCEDURES SHALL BE CONSISTENT WITH THE GEOTECHNICAL
<br />ENGINEERING RECOMMENDATIONS.
<br />STRUCTURAL NOTES
<br />03000: CONCRETE
<br />CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE STANDARD ACI
<br />318-11 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE".
<br />CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1903. ADMIXTURES SHALL BE APPROVED
<br />BY THE ENGINEER OF RECORD AND SHALL COMPLY WITH ACI 318-11 SECTION 3.6. CONCRETE
<br />EXPOSED TO FREEZING AND THAWING SHALL HAVE AN AIR ENTRAINING ADMIXTURE CONFORMING TO
<br />IBC SECTION 1904.2. THE USE OF WATER SOLUBLE CHLORIDE ION SHALL NOT BE USED.
<br />THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR APPROVAL FOUR WEEKS
<br />PRIOR TO PLACING CONCRETE. MIX DESIGNS SHALL BE REVIEWED FOR CONFORMANCE TO IBC
<br />SECTIONS 1904 AND 1905.
<br />CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS:
<br />28 DAY MAX. MAX. AIR SPECIAL LOCATION
<br />STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND
<br />f'c (PSI) RATIO (INCHES) (PERCENT) REQUIRED APPLICATION
<br />2500 0.45 4±10±1 NO FOOTINGS
<br />3000 0.45 4±1 5±1 NO FOUNDATION AND STEM WALLS
<br />3000 0.45 4±1 5±1 NO EXTERIOR SLAB ON GRADE,
<br />DRIVEWAYS, CURBS, WALKWAYS, PATIOS, PORCHES, STEPS EXPOSED TO
<br />WEATHER, AND GARAGE FLOORS.
<br />2500 0.50 5±1 Oft NO ALL OTHER CONCRETE
<br />ONE COMPRESSION TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS OR 5000
<br />SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY. A TEST SHALL BE THE
<br />AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME SAMPLE AND TESTED AT THE
<br />SPECIFIED AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR INFORMATION REGARDING POST
<br />ACCEPTABLE IF:
<br />1. NO TEST FALLS 500 PSI BELOW THE SPECIFIED STRENGTH
<br />2. THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL
<br />BELOW THE SPECIFIED STRENGTH.
<br />CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING AT NO
<br />ADDITIONAL EXPENSE TO THE OWNER.
<br />RESHORING, WHERE REQUIRED, SHALL CONFORM TO ACI 301 SECTION 4.6. SUBMIT PROPOSED
<br />RESHORING PLANS TO THE ENGINEER OF RECORD FOR REVIEW.
<br />CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT SPECIFIED
<br />BY THE ARCHITECT.
<br />03100: REINFORCING STEEL
<br />REINFORCING STEEL DETAILING, FABRICATION, AND PLACEMENT SHALL BE PER ACI 318-11.
<br />REINFORCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS:
<br />ASTM A-615 DEFORMED BARS GRADE 40 (fy=40 KSI) FOR #3 BARS ONLY
<br />ASTM A-615 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR #4 BARS AND LARGER
<br />ASTM A-706 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR ALL WELDABLE BARS
<br />ASTM A-185 SMOOTH BAR (fy=60 KSI) FOR WELDED WIRE FABRIC
<br />REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WELDED WIRE FABRIC OR FIBER MESH
<br />UNLESS NOTED OTHERWISE. PROVIDE LAP SPLICES PER THE LAP SPLICE SCHEDULE ON SHEET S6.0.
<br />REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOTINGS SHALL BE CONTINUOUS AROUND CORNERS
<br />ELSE CORNER BARS SHALL BE PROVIDED.
<br />COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE:
<br />CONCRETE CAST AGAINST EARTH
<br />ALL BAR SIZES .............. 3"
<br />FORMED SURFACE EXPOSED TO EARTH OR WEATHER
<br />#6 AND LARGER .............. 2"
<br />#5 AND SMALLER ............. 1 1/2"
<br />CONCRETE NOT EXPOSED TO EARTH OR WEATHER
<br />WALLS AND JOISTS
<br />#11 BARS AND SMALLER ......... 3/4"
<br />SLABS AND JOISTS
<br />#11 BARS AND SMALLER ........ 1"
<br />BEAMS, COLUMNS
<br />PRIMARY REINFORCEMENT ....... 1 1/2"
<br />TIES, STIRRUPS, AND SPIRALS .... 1 1/2"
<br />REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE PRIOR TO
<br />CONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT AS NOTED IN THE
<br />DESIGN DRAWINGS. WELDING OF REINFORCING STEEL SHALL NOT BE PERMITTED WITHOUT PRIOR
<br />APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTED ON THE DESIGN DRAWINGS.
<br />06071: PRESERVATIVE TREATED WOOD PRODUCTS
<br />PRESERVATIVE TREATED WOOD SHALL BE REQUIRED FOR ALL WOOD THAT FORMS THE STRUCTURAL
<br />SUPPORT OF THE BUILDING, BALCONIES PORCHES, OR SIMILAR PERMANENT BUILDING APPURTUNENCES
<br />THAT ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE PROTECTION FROM A ROOF, EAVE,
<br />OVERHANG OR OTHER COVERING TO PREVENT MOISTURE OR WATER ACCUMULATION AT THE SURFACE
<br />OR AT JOINTS BETWEEN MEMBERS.
<br />ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR MASONRY
<br />FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH.
<br />POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A CONCRETE SLAB
<br />OR FOOTING THAT IS IN DIRECT CONTACT WITH THE EARTH. EXCEPT;
<br />1. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 INCH ABOVE THE
<br />SLAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE BARRIER.
<br />2. IF IN AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN THE BUILDING
<br />PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE THAN 8 INCHES FROM
<br />EXPOSED GROUND AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE BARRIER.
<br />3. SLEEPERS AND SILLS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE AN IMPERVIOUS
<br />MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH.
<br />4, LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR CONCRETE OR
<br />MASONRY WALLS BELOW GRADE.
<br />PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS' ASSOCIATION (AWPA)
<br />SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDS.
<br />ALL FASTENERS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETC.) IN CONTACT WITH TREATED
<br />LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED PER ASTM A153 OR
<br />STAINLESS STEEL.
<br />06100: ROUGH FRAMING
<br />SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCLIB) "GRADING AND
<br />DRESSING RULES" NO. 17 LATEST EDITION. SAWN LUMBER SHALL BE S4S AND SURFACED DRIED, 19
<br />PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER FROM WEATHER AND PROVIDE FURTHER
<br />DRYING OF ASSEMBLED FRAMING TO MINIMIZE WOOD SHRINKAGE POTENTIAL. ALL LUMBER EXPOSED
<br />TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.N.O.
<br />PER PLAN. LUMBER SPECIES, GRADE, AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS
<br />FOLLOWS U.N.O. PER PLAN/SCHEDULE:
<br />Fb Fv Fcp Fc E
<br />USE/LOCATION SPECIES GRADE (PSI) (PSI) (PSI) (PSI) (PSI)
<br />WALL STUDS/BLOCKING
<br />2X, 3X HEM -FIR STUD 675 150 405 800 1.2E6
<br />4" WIDE
<br />2X, 3X HEM -FIR NO. 2 850 150 405 1300 1.3E6
<br />6" & WIDER
<br />WALL PLATES
<br />2X4, 3X4 HEM -FIR STUD 675 150 405 800 1.2E6
<br />2X6, 3X6 HEM -FIR NO. 2 850 150 405 1300 1.3E6
<br />JOISTS
<br />2X, 3X HEM -FIR NO. 2 850 150 405 1300 1.3E6
<br />LEDGERS
<br />2X, 3X DOUGLAS FIR -LARCH NO. 2 900 180 625 1350 1.6E6
<br />4X DOUGLAS FIR -LARCH NO. 1 1000 180 625 1500 1.7E6
<br />BEAMS AND POSTS
<br />4X DOUGLAS FIR -LARCH N0, 2 900 180 625 1350 1.6E6
<br />6X DOUGLAS FIR -LARCH NO, 1 1200 170 625 1000 1.6E6
<br />06101: STRUCTURAL FINGER JOINTED LUMBER
<br />STRUCTURAL FINGER JOINTED LUMBER SHALL BE PERMITTED TO BE USED INTERCHANGEABLY WITH
<br />SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRADE. STRUCTURAL FINGER JOINTED LUMBER
<br />SHALL BE GRADED UNDER AMERICAN LUMBER STANDARD COMMITTEE "PRODUCT STANDARD PS
<br />20-99". LUMBER CLASSIFIED AS STUD USE ONLY SHALL BE LIMITED TO VERTICAL APPLICATIONS
<br />ONLY. LUMBER WITH CERTIFIED EXTERIOR JOINTS IS NOT RESTRICTED TO ANY TYPE OF LOADING.
<br />06102: FRAMING NOTES
<br />FRAMING CONNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND DETAILS SHALL
<br />BE AS MANUFACTURED BY SIMPSON STRONG -TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR
<br />APPROVAL BY ENGINEER OF RECORD. INSTALL ALL HARDWARE PER MANUFACTURERS' SPECIFICATIONS.
<br />WHERE STRAPS CONNECT TWO MEMBERS TOGETHER, PLACE HALF OF THE REQUIRED FASTENERS INTO
<br />EACH MEMBER. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR
<br />FASTENER REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SHOWN PER PLAN, DETAIL, OR
<br />SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER IBC TABLE 2304.9.1 OR TO THE FASTENING
<br />SCHEDULE ON SHEET S1.0.
<br />NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS FOLLOWS:
<br />NAIL SIZE DIAMETER LENGTH
<br />8d 0.131" 2.5"
<br />10d 0.148" 3.0"
<br />12d 0.148" 3.25"
<br />16d 0.162" 3.5"
<br />UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS AT SILL PLATES
<br />SHALL BE 5/8" DIAMETER WITH 7" MINIMUM EMBEDMENT INTO CONCRETE AND SHALL BE SPACED NOT
<br />MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER SILL PIECE WITH ONE
<br />BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 4.5" FROM EACH END OF THE PIECE. A
<br />3"X3"XO.229" PLATE WASHER SHALL BE PROVIDED FOR ALL ANCHOR BOLTS (DO NOT COUNTER -SINK
<br />PLATE WASHERS). A 13/16" X 1 3/4" DIAGONAL SLOTTED HOLE IN THE 3" X 3" PLATE WASHER IS
<br />ALLOWED WITH A STANDARD CUT WASHER.
<br />06103: JOIST AND BEAM HANGERS
<br />JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY SIMPSON
<br />STRONG -TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD.
<br />JOIST AND BEAM HANGERS SHALL BE INSTALLED PER MANUFACTURERS' SPECIFICATIONS AND SHALL
<br />BE AS FOLLOWS UNLESS NOTED OTHERWISE PER PLANS OR DETAILS:
<br />MEMBER SIZE
<br />HANGER
<br />SAWN LUMBER
<br />"U" SERIES TO MATCH LUMBER SIZE
<br />3.125" WIDE GLULAM BEAM
<br />HGUS3.25/10
<br />5.125" WIDE GLULAM BEAM
<br />HGUS5.25/10
<br />6.75" WIDE GLULAM BEAM
<br />HGUS6.88/10
<br />8.75" WIDE GLULAM BEAM
<br />HGU9.00-SDS
<br />MANUFACTURED WOOD "I" JOIST
<br />"IUS" SERIES TO MATCH "I" JOIST SIZE
<br />1.75" WIDE PSL OR LVL BEAM
<br />"LBV" SERIES TO MATCH DEPTH
<br />2.69" WIDE PSL BEAM
<br />"LBV" SERIES TO MATCH DEPTH
<br />3.5" WIDE PSL OR LVL BEAM
<br />"GLTV" SERIES TO MATCH DEPTH
<br />5.25" WIDE PSL OR LVL BEAM
<br />"GLTV" SERIES TO MATCH DEPTH
<br />7" WIDE PSL BEAM
<br />"HGLTV" SERIES TO MATCH DEPTH
<br />06104: SHRINKAGE OF WOOD FRAMING
<br />SHRINKAGE IN WOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO COMPRESSION OF
<br />ASSEMBLIES OF WOOD COMPONENTS. PLUMBING, ELECTRICAL, AND MECHANICAL SYSTEMS AS WELL
<br />AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4 INCH PER FLOOR
<br />WOOD SHRINKAGE. THE USE OF KILN DRIED LUMBER AND PROVIDING A DRYING PROCESS TO THE
<br />FRAMING MEMBERS PRIOR TO APPLICATION OF FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE
<br />SHRINKAGE.
<br />06160: WOOD SHEATHING
<br />STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE AMERICAN
<br />PLYWOOD ASSOCIATION. WOOD SHEATHING PANELS SHALL BE C-D INT APA WITH EXTERIOR GLUE
<br />(CDX). ORIENTED STRAND BOARD (OSB) PANELS SHALL BE EXPOSURE 1. PANELS SHALL HAVE THE
<br />FOLLOWING THICKNESS, SPAN RATING, AND FASTENING UNLESS NOTED OTHERWISE PER PLAN:
<br />EDGE FIELD
<br />NAILS NAILS
<br />ROOF: 7/16" 40/20 APA RATED OSB 8d AT 6" 8d AT 12"
<br />FLOOR: 3/4" APA RATED STURD-I-FLOOR OSB 40/20 T&G 10d AT 6" 10d AT 12"
<br />SHEARWALL: 7/16" APA RATED 24/16 EXPOSURE 1 OSB SEE SCHEDULE SHEET S1.1
<br />ALL ROOF AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN PERPENDICULAR TO
<br />SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED OTHERWISE PER PLAN, BLOCKING AT
<br />INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS SHALL NOT BE REQUIRED UNLESS NOTED
<br />OTHERWISE PER PLAN. SHEARWALL SHEATHING SHALL BE BLOCKED AT ALL EDGES WITH 2X OR 3X
<br />FRAMING PER SHEARWALL SCHEDULE
<br />06176: METAL PLATE CONNECTED WOOD TRUSSES
<br />PREMANUFACTURED PLATED WOOD TRUSSES SHALL BE MANUFACTURER DESIGNED AND SHALL COMPLY
<br />WITH THE TRUSS PLATE INSTITUTE (ANSI/TPI 1-2002, NATIONAL DESIGN STANDARD FOR METAL PLATE
<br />CONNECTED WOOD TRUSS CONSTRUCTION) AND OSSC SECTION 2303.4. SHOP DRAWINGS AND
<br />CALCULATIONS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN FOR THE
<br />SPANS AND CONDITIONS SHOWN ON THE PLANS, LOADS PER SECTION 01200, AND THE FOLLOWING:
<br />ROOF FLOOR
<br />TOP CHORD LIVE LOAD SEE SECTION 01200 SEE SECTION 01200
<br />TOP CHORD DEAD LOAD 10 PSF 10 PSF
<br />TOP CHORD DRAG LOAD SEE PLAN SEE PLAN
<br />TOP CHORD NET WIND UPLIFT 7 PSF (NET) N/A
<br />BOTTOM CHORD DEAD LOAD 5 PSF 5 PSF
<br />HVAC SEE MECHANICAL SEE MECHANICAL
<br />LIVE LOAD DEFLECTION L/360 L/360
<br />06185: STRUCTURAL GLUED LAMINATED TIMBER
<br />GLUED -LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC)
<br />IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END SEALER APPLIED
<br />IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. SHOP DRAWINGS SHALL BE SUBMITTED PER
<br />THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS:
<br />USE COMBINATION SYMBOL SPECIES CAMBER
<br />SIMPLE SPAN BEAM 24F-V4 DF/DF STANDARD
<br />CONTINUOUS BEAM 24F-V8 DF/DF ZERO
<br />CANTILEVER BEAM 24F-V8 DF/DF ZERO
<br />UNEXPOSED GLUED -LAMINATED TIMBER SHALL BE INDUSTRIAL GRADE. TYPICAL, UNLESS NOTED
<br />OTHERWISE. EXPOSED GLUED LAMINATED TIMBER SHALL BE APPEARANCE CLASS PER ARCHITECT.
<br />06190: MANUFACTURED WOOD BEAMS
<br />MANUFACTURED/ENGINEERED WOOD BEAMS SHALL BE THE SIZE AND TYPE SHOWN ON THE DRAWINGS
<br />AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL. STORAGE, ERECTION, AND INSTALLATION
<br />SHALL BE PER MANUFACTURER SPECIFICATIONS. MICROLAM AND PARALLAM MEMBERS SHALL NOT
<br />HAVE NOTCHES OR DRILLED HOLES WITHOUT PRIOR ENGINEER OF RECORD APPROVAL. SHOP DRAWINGS
<br />SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES
<br />SHALL BE AS FOLLOWS:
<br />MEMBER E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI)
<br />LVL = MICROLAM 1.9 E6 2600 750 285
<br />PSL = PARALLAM 2.0 E6 2900 650 290
<br />LSL = 1.75" TIMBERSTAND 1.55 E6 2250 750 400
<br />LSL RIM = 1.5" TIMBERSTAND RIM BOARD
<br />STRUCTURAL DRAWING SHEET
<br />INDEX
<br />SHEET
<br />DESCRIPTION
<br />DATE
<br />S1.0
<br />STRUCTURAL NOTES
<br />01/21/16
<br />S1.1
<br />STRUCTURAL NOTES AND SCHEDULES
<br />01/21/16
<br />S1.2
<br />SHEARWALL SCHEDULE AND DETAILS
<br />01/21/16
<br />S1.3
<br />HOLDOWN SCHEDULE AND DETAILS
<br />01/21/16
<br />S1.4
<br />SWSB DETAILS
<br />01 /21 /16
<br />S6.0
<br />TYPICAL CONCRETE DETAILS
<br />01/21/16
<br />S9.0
<br />TYPICAL FLOOR FRAMING DETAILS
<br />01/21/16
<br />S9.1
<br />TYPICAL ROOF FRAMING DETAILS
<br />01/21/16
<br />S9.2
<br />FRAMING DETAILS
<br />01/21/16
<br />S9.3
<br />FRAMING DETAILS - UNIT ETC & E1D
<br />01 /21 /16
<br />S9.4
<br />FRAMING DETAILS - UNIT ElB, D, F & E3
<br />01/21/16
<br />S9.5
<br />FRAMING DETAILS - UNIT E & E3
<br />01/21/16
<br />S9.6
<br />FRAMING DETAILS - UNIT G & F
<br />01/21/16
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