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STRUCTURAL NOTES e!
<br /> (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) EENGIIVEERIM
<br /> CODE REINFORCING STEEL NAILS,BOLTS,AND METAL CONNECTORS FOR WOOD TYPICAL FRAMING NOTES 250 4TH AVE. S., SUITE 200
<br /> EDMONDS, WASHINGTON 98020
<br /> ALL MATERIALS,WORKMANSHIP,DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615,AND SHALL BE GRADE 60(F) ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS(NDS)FOR 1.BEARING WALL FRAMING PHONE (425) 778-8500
<br /> SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE(IBC),2018 EDITION.SPECIFICATIONS AND STANDARDS =60,000 PSI),UNLESS NOTED OTHERWISE.GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED WOOD CONSTRUCTION,LATEST EDITION.NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 23D4.9.1 NAILING FAX (425) 778-5536
<br /> WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION, SHALL CONFORM TO ASTM A706.REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL SCHEDULE.ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL 2x STUDS @16"OC FOR ALL SHEAR AND/OR BEARING WALLS UNO.
<br /> PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS DIA ARE MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES:
<br /> DESIGN LOADS SUBMITTED. NAIL SHANKO MIN LENGTH REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR&WINDOW HEADERS NOT CALLED OUT ON THE PLANS.
<br /> DEAD LOADS: - HEADERS SHALL BE SUPPORTED BY A MINIMUM OF(1)CRIPPLE AND(1)FULL HEIGHT STUD UNO.
<br /> ROOF 13 PSF WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185,PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS.LAP Bd COMMON 0.1310 21/2"SHANK
<br /> FLOOR 14 PSF WELDED WIRE FABRIC 12"AT SIDES AND ENDS. -10d COMMON 0.1480 3"SHANK 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 /> LIVE LOADS: REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI 12d COMMON 0,1480 3 1/4"SHANK .
<br /> ROOF(SNOW LOAD) 25 PSF 31SR,LATEST EDITIONS.UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS 2.WALL BASE PLATE ON CONCRETE E
<br /> SHALL BE PER SCHEDULE. 16d COMMON 0.1620 3 1/2"SHANK
<br /> RESIDENTIAL 40 PSF WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE-TREATED,FOR ALL EXTERIOR AND INTERIOR WALLS,
<br /> DECK 60 PSF - REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE,WET-SETTING 10d BOX NAILS MAY BE SUBSTITUTED FOR Ed COMMON NAILS WITH NO CHANGE IN NAIL SPACING.FRAMING BOLT PLATES OR SILLS TO CONCRETE WITH 5/81NCH DIAMETER ANCHOR BOLTS WITH 71NCH MINIMUM -
<br /> EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL.BARS PARTIALLY EMBEDDED IN MEMBERS MAY BE NAILED WITH 16d SINKERS(0.148"o x 31/4"),BUT ONLY 16d COMMON NAILS SHALL BE USED EMBEDMENT.PLACE AT S'-0"OC MAXIMUM FOR SHEAR WALLS,AND AT 6'-O"OC FOR BEARING WALLS AND OTHER
<br /> (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607,10). HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET.ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS PARTITIONS.USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END
<br /> ENGINEER.REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. TYPICAL UNLESS NOTED OR DETAILED OTHERWISE.REFER TO SHEAR WALL SCHEDULE.AT ALL SILL PLATE ANCHOR
<br /> EARTHQUAKE LOADS: BOLTS,CONTRACTOR SHALL INSTALL 1/4"x 3"x 3"FLAT PLATE WASHERS. ¢G- G,qt
<br /> MINIMUM ZAPS AND EMBEDMENT ALL BOLTS IN WOOD MEMBERS SHALLCONFORM TO ASTM A307.PROVIDE WASHERS UNDER THE HEADS AND NUTS g� p11eg O
<br /> EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 SECTION 12.8. O � 8!
<br /> OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE 3.ROOF AND FLOOR FRAMING '� H'
<br /> UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED SHANK AND THREADED PORTIONS PER NOS 11.1.8. �
<br /> SITE CLASS, (ASSUMED) D BELOW: im
<br /> SHORT PERIOD SPECTRAL RESPONSE ACCEL(S,) 1'372 DOUBLE
<br /> JOISTS
<br /> BLOCKING FOR JOISTS AND RAFTERS AT HALF SUPPORTS AND JOIST PAN MAXIMUM UNO.INSTALL o
<br /> ONE SECOND SPECTRAL RESPONSE ACCEL(S) 0.487 CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE"STRONG-TIE"RS SHALL
<br /> L BE INS N COMPANY,CATALOG DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN.
<br /> SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL ) 0.915 f'c=3000 PSI WITH
<br /> H THE LATEST EDITION,OR ENGINEER APPROVED EQUAL.CONNECTORS SHALL BE INSTALLED IN ACCORDANCE
<br /> ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL(SDI)5 0.487 DEVELOPMENT LENGTH LAP SPLICE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED 4.DIAPHRAGM NAILING
<br /> BY THE MANUFACTURER.WHERE CONNECTOR STRAPS CONNECiTWO MEMBERS,PLACE ONE-HALF OF THE NAILS, ZONAL
<br /> RISK CATEGORY II BAR TENSION COMPRESSION TENSION COMPRESSION SCREWS,OR BOLTS IN EACH MEMBER, ALL SHEAR WALLS,FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON THE
<br /> SEISMIC IMPORTANCE FACTOR 00 1.0 SIZE PLANS.EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO SUPPORTING -"
<br /> SEISMIC DESIGN CATEGORY D OTHER OTHER INSTALL SOLID BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED,DRIED,AND THE SAME GRADE
<br /> TOP BARS ALL BARS TOP BARS ALL BARS FRAMING WITH 8d NAILS AT 6"OC AT ALL PANEL EDGES AND 12"OC AT ALL INTERMEDIATE SUPPORTS.
<br /> BASIC SEISMIC FORCE-RESISTING-SYSTEM PLYWOOD SHEAR WALLS BARS BARS (MINIMUM)AS MEMBERS CONNECTED.
<br /> RESPONSE MODIFICATION FACTOR,(R) 6.5 #3 22 17 9 28 22 12 THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH
<br /> REDUNDANCY FACTOR(P) 1.0 #q 29 22 11 37 29 15 GALVANIZATION FACE OF SHEATHING.NAIL PENETRATIONS GREATER THAN 1/16"ARE NOTACCEPTABLE.
<br /> SEISMIC RESPONSE COEFFICIENT(CS) 0.141
<br /> #5 36 28 14 47 36 19 UNLESS NOTED OTHERWISE,STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED 5.ALLOWABLE STUD AND PLATE PENETRATIONS
<br /> W=TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-16 SECTION 12.7.2. ACCORDING TO THE FOLLOWING TABLE:
<br /> #6 43 33 17 56 43 23
<br /> S. CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25%OF THE STUD/PLATE WIDTH IN
<br /> BASE SHEAR(V),V=CsW= W #7 63 48 20 Bl 63 27 GALVANIZATION UNTREATED CCA-C SBX ACQ-C CBA-A OTHER ACZA OTHER PT EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40%OF THE STUD/PLATE WIDTH IN ANY NON-BEARING
<br /> WOOD ACQ-D CA-B BORATE WOOD PARTITIONS.BORED HOLE DIAMETER IS LIMITED TO 40%OF STUD/PLATE WIDTH IN ANY STUD AND MAY BE 60%IN
<br /> WIND LOADS: #8 72 55 22 93 72 30 G90 X X X NONBEARING PARTITIONS OR IF STUD IS DOUBLED.MAINTAIN 5/8"MINIMUM EDGE DISTANCE FROM HOLE EDGE.
<br /> BASIC WIND SPEED(3 SECOND GUST) 100 MPH 1.OTE'LENGTHS ARE IN INCHES. G185 X X X X X X 6.GYPSUM WALLBOARD NAILING Q
<br /> EXPOSURE B 2.ALL LAP SPLICES ARE CLASS S. - HOG X X X X X X
<br /> Kn 1.0 3."TOP BARS".ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF ALL GYPSUM WALLBOARD SHALL BE NAILED TO ALL STUDS AND TOP AND BOTTOM PLATES WITH 6d COOLER NAILS m
<br /> X
<br /> SEE PLANS FOR ADDITIONAL DESIGN LOADS. CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. 5TT300 X X X X X X X OR N0.13 GAUGE x 15/8"@ 7"OC(Sd Z COOLER NAILS FOR 1/21NCH GYPSUM SHEATHING).TYPICAL UNLESS NOTED O m Lo
<br /> G90=0.90 OZ.OF ZINC PER SQUARE FOOT OF AREA OTHERWISE,INSTALLATION OF GWB SHALL BE SUCH THAT JOINTS ARE STAGGERED ON EACH SIDE OF A SINGLE O w
<br /> STATEMENT OF SPECIAL INSPECTIONS CONCRETE COVER ON REINFORCING G185=1.85 OZ,OF ZINC PER SQUARE FOOT OF AREA WALL.
<br /> HOG=HOT DIP GALVANIZED
<br /> SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL SUBMIT A CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" SST300=TYPE 316L STAINLESS STEEL GENERAL LL) C
<br /> uJ
<br /> WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF RATED SHEATHING STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND a a
<br /> WORK IN ACCORDANCE WITH CHAPTER 1704.40E THE IBC. CONCRETE EXPOSED TO EARTH AND WEATHER: CONSTRUCTION.CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE
<br /> #5 BARS AND SMALLER 11/2" RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSS SHEATHING WITH EXTERIOR GLUE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHTTO THE ATTENTION OF THE ARCHITECT BEFORE
<br /> STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM 8Y THE ENGINEER IS NOT REQUIRED. IN CONFORMANCE WITH IBC STANDARD 2303.1.4. PROCEEDNG. N N
<br /> CONCRETE NOT EXPOSED TO EARTH OR WEATHER: Li
<br /> FREQUENCY AND DISTRIBUTION OF REPORTS-INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY SLABS,WALLS AND JOISTS - 3/4" GLUE-LAMINATED TIMBER CONTRACTOR TO SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF PIPE,VENT,DUCT AND OTHER Q ry O
<br /> SPECIAL INSPECTOR.STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION.REPORTS COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 11/2" OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. n
<br /> SHALL BE DISTRIBUTED TO THE CONTRACTOR,ARCHITECT,ENGINEER AND BUILDING OFFICIAL. GLUE-LAMINATED TIMBER SHALL BE DOUGLAS FIR,FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD - O O
<br /> SPECIAL INSPECTION
<br /> CONCRETE GENERAL NOTES A190.1,LATEST EDITION.EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL
<br /> of
<br /> BY AN AITC CERTIFICATE OF CONFORMANCE,FABRICATOR SHALL BE CERTIFIED.MEMBERS SHALL BE OF THE PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. of
<br /> VERTICAL BARS SHALL START FROM TOP OF FOOTING.HORIZONTAL BARS SHALL START DISTANCE OF I/27HE FOLLOWING MINIMUM STANDARDS: Q
<br /> OPERATION CONT PERIODIC REMARKS NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS.INADDITION,THERESHALLBEA CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL I H
<br /> HORIZONTAL BAR AT A MAXIMUM OF 3"FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. SPAN COMBINATION Fb ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.GRANGES SHOWN ON SHOP DRAWINGS DESIGN: RMK
<br /> SOILS Q SIMPLE SPAN BEAMS 24F-V4 2400 P51 ONLY WILL NOT SATISFY THIS REQUIREMENT.
<br /> FOUNDATIO 1, INGCAPACITY RIFICATION X ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO DRAWN: LVW
<br /> POURING OF CONCRETE.DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED CANTILEVER OR MULTI-SPAN BEAMS 24F-VS 2400 PSI DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT
<br /> CONCRETE - BEYOND JOINT. SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS Of
<br /> CHECK:
<br /> ADHESIVE ANCHORS X ALL LOCATIONS PRE-MANUFACTURED WOOD ROOF TRUSSES CONSTRUCTION SHALL BE USED,SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL
<br /> SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF OPENINGS IN CONCRETE WALLS, ENGINEER. LOB NO: 21 267.10
<br /> E: FLOORS AND ROOF.UNLESS INDICATED OTHERWISE,REINFORCE AROUND OPENINGS GREATER THAN 12"IN EITHER WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL
<br /> ALL ITEMS MARKED WITH AN"X"SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17.SPECIAL DIRECTION WITH(2)#5 EACH SIDE AND(1)#5 x 4'-0"DIAGONAL AT EACH CORNER.EXTEND BARS 2'-0"BEYOND DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE DATE: 07�21�21
<br /> INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE EDGE OF OPENING.IF 2'-0"IS UNAVAILABLE,EXTEND AS FAR AS POSSIBLE AND HOOK.HOOK ALL REINFORCING BUILDING CODE.SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW PRIOR TO FABRICATION.CALCULATIONS AND
<br /> ARCHITECT,STRUCTURAL ENGINEER,AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL INTERRUPTED BY OPENINGS. SHOP DRAWINGS SHALL BE SIGNED BYAWIN PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE As CALCULATIONS
<br /> RESULTS.ANY INSPECTION FAILING TO MEETTHE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT PROJECT.TRUSS DESIGN AND SHOP DRAWINGS SHALL BE N CONFORMANCE WITH IBC SAME
<br /> TOTHE ATTENTION OF THE DESIGN TEAM, BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR
<br /> APPROVE2303.4
<br /> D BY THE STRUCTURAL ENGINEER. PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER
<br /> FOUNDATIONS:SPREAD FOOTINGS SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES,NOTCHES,CHAMFERS,FEATURE STRIPS,COLOR,TEXTURE AND SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS.INSTALL PER
<br /> OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.PROVIDE 3/4"CHAMFER AT ALL CORNERS EXCEPT AS MANUFACTURER'S RECOMMENDATIONS.
<br /> SOILS REPORT: REPORT NO: NOT AVAILABLE AT TIME Of DESIGN NOTED.
<br /> FOR TOP CHORD DESIGN LIVE LOADS,REFER TO THE DESIGN LOAD SECTION.IN ADDITION TO ROOF LOADING LISTED
<br /> ALLOWABLE SOIL PRESSURE: 2000 PSF(ASSUMED;TO BE FIELD VERIFIED) LUMBER IN THE DESIGN LOAD SECTION,ROOF TRUSSES SHALL BE DESIGNED FOR A BOTTOM CHORD LIVE LOAD OF 10 PSF.
<br /> TOP AND BOTTOM CHORD LIVE LOAD DO NOT NEED TO BE DESIGNED FOR SIMULTANEOUSLY,
<br /> FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12"OF COMPACTED STRUCTURAL FILL AS REQUIRED AND ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED.ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA
<br /> AT LEAST 18"BELOW ADJACENT EXTERIOR GRADE.ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS GRADING RULES KILN-DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS: IN ADDITION TO THEIR SELF WEIGHT,ROOF TRUSSES SHALL BE DESIGNED FOR A TOP CHORD DEAD LOAD OF 5 PSF
<br /> ,
<br /> REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY,ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE AND A BOTTOM CHORD DEAD LOAD OF 10 PSF ACTING SIMULTANEOUSLY.SEE ARCHITECTURAL AND MECHANICAL
<br /> CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR.FOOTINGS SHALL BE CENTERED BELOW SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) Fc(P51) DRAWINGS FOR LOADS AND OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS,DEFLECTIONS SHALL NOT
<br /> COLUMNS OR WALLS ABOVE,UNLESS NOTED OTHERWISE. EXCEED L/360 FOR LIVE LOADS,OR L/240 FOR TOTAL LOADS,
<br /> SLEEPERS DOUG-FIR STUD 700 -
<br /> IMPORTEDSTRUCTURALFILLANDBACKFILLMATERIALSHOULDCONSISTOFCLEAN,WELL GRADED GRANULAR LIGHT FRAMING(STUDS) HEM-FIR STUD 675 800
<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). 2x JOISTS AND PLANKS HEM-FIR #2 850 - _J
<br /> FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE(12" PLATES AND BLOCKING HEM-FIR #2 850 W)INCHES IN LOOSE - Q //Y
<br /> THICKNESS AND COMPACTED TO A MINIMUM OF 95%OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM 6x AND LARGER BEAMS AND V
<br /> TEST METHOD 01557-00. STRINGERS DOUG-FIR #2 875 - Q
<br /> 4x AND SMALLERBEAMSAND HEM-FIR #2 850 - uj
<br /> STRINGERS M O
<br /> CONCRETE ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 O Z
<br /> ALL CONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED,AND PLACED IN ACCORDANCE WITH SECTION REFER TO PLAN NOTES,SCHEDULES,AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. W N
<br /> CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE U W co
<br /> FOR BUILDINGS(ACI 301). UNLESS NOTED OTHERWISE IN THE PLANS,ALL WOOD AND WOOD-BASED MEMBERS EXPOSED TO WEATHER OR IN - - Z ' 0)
<br /> CONTACT WITH CONCRETE,MASONRY,OR WITHIN 8"OF SOIL SHALL BE PRESERVATIVE-TREATED BY QLLI 4 Q
<br /> ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS VACUUM-PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD Ul.
<br /> PER CUBIC FOOT.
<br /> N 2
<br /> CONCRETE STRENGTHS AT 28 DAYS(fc)AND MIX CRITERIA SHALL BE AS FOLLOWS: - - LLj (.-.
<br /> MAXIMUM MIN CEMENT ^
<br /> TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC MAXIMUM
<br /> RATIO YARD SHRINKAGE STRAIN Y W
<br /> `ALL CONCRETE 3000 PSI 0.55 51/2 SACK N/A U W
<br /> THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS - _J
<br /> SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING f/1
<br /> ANY CONCRETE.THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT,FINE AND COARSE W v/
<br /> AGGREGATE,WATER,AND ADMIXTURES AS WELL AS THE WATER-CEMENT RATIO,SLUMP,CONCRETE YIELD,AND
<br /> SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. SHEET:
<br /> ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN ACCORDANCE
<br /> WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION.
<br /> `PROVIDE 3000 PSI MINIMUM CONCRETE STRENGTH AS E FOR CONCRETE DURABILITY REQUIREMENTS. e
<br /> PSI f'c CONCRETE MEETS STRENGTH REQUIREMENT FOR DESIGNED
<br /> NED FOOTING,THEREFORE SPECIAL INSPECTIONN OF OF '
<br /> CONCRETE MIXTURE AND PLACEMENT IS NOT REQUIRED.REFER TO THE SPECIAL INSPECTION TABLE ABOVE FOR
<br /> ADDITIONAL SPECIAL INSPEC71ON REQUIREMENTS.
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