5132 27TH AVE W 2021 Plans 2025-02-03

STRUCTURAL NOTES GM(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING CODE REINFORCING STEEL NAILS,BOLTS,AND METAL CONNECTORS FOR WOOD TYPICAL FRAMING NOTES 250 4TH AVE. S., SUITE 200 EDMONDS,WASHINGTON 98020 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(FY ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS(NDS)FOR 1.BEARING WALL FRAMING PHONE (425)778-8500 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 2304.9.1 NAILING FAX(425) 778-5536 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. DESIGN LOADS PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D3.4 ARE MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: SUBMITTED. NAIL SHANKO MIN LENGTH REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR 6 WINDOW HEADERS NOT CALLED OUT ON THE PLANS. DEAD LOADS: WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS.LAP 8d COMMON 0.1310 2 1/2'SHANK HEADERS SHALL BE SUPPORTED BY A MINIMUM OF(1)CRIPPLE AND(1)FULL HEIGHT STUD UNO. ROOF 13 PSF WELDED WIRE FABRIC 12"AT SIDES AND ENNDS. COLUMNS BELOW FLUSH MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM.ALL COLUMNS NOT FLOOR 14 PSF 10d COMMON 0.1480 3"SHANK REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI CALLED OUT OTHERWISE SHALL BE TWO STUDS. LIVE LOADS: 12d COMMON 0.1480 3114"SHANK ROOF(SNOW LOAD) 25 PSF 318R,LATEST EDITIONS.UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS 2.WALL BASE PLATE ON CONCRETE RESIDENTIAL 40 PSF SHALL BE PER SCHEDULE. 16d COMMON 0.1620 3 1/2"SHANK DECK 60 PSF WALL PLATES BEARING ON CONCRETE SHALLBE PRESSURE-TREATED.FOR ALL EXTERIOR AND INTERIOR WALLS, REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.WET-SETTING lOd BOX NAILS MAY BE SUBSTITUTED FOR Sd COMMON NAILS WITH NO CHANGE IN NAIL SPACING.FRAMING BOLT PLATES OR SILLS TO CONCRETE WITH 5/8 INCH DIAMETER ANCHOR BOLTS WITH 71NCH MINIMUM EMBEDDED ITEMS 15 NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL.BARS PARTIALLY EMBEDDED IN MEMBERS MAY BE NAILED WITH 16d SINKERS(0.148"to x 3 1/4"),BUT ONLY 16d COMMON NAILS SHALL BE USED EMBEDMENT.PLACE AT 5'-0"OC MAXIMUM FOR SHEAR WALLS,AND AT 6'•0"OC FOR BEARING WALLS AND OTHER (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 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 EARTHQUAKE LOADS: BOLTS,CONTRACTOR SHALL INSTALL 1/4"x 3"x 3"FLAT PLATE WASHERS. G- EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 SECTION 12.8. MINIMUM LAPS AND EMBEDMENT ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307.PROVIDE WASHERS UNDER THE HEADS AND NUTS 05 a WA� OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE 3.ROOF AND FLOOR FRAMING UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED SHANK AND THREADED PORTIONS PER NDS 11.1.3. SITE CLASS (ASSUMED) D BELOW: .P ° SHORT PERIOD SPECTRAL RESPONSE ACCEL(SS) 1.372 PROVIDE 1 1/2"BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'4"OC MAXIMUM UNO.INSTALL CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE"STRONG-TIE"BY SIMPSON COMPANY,CATALOG DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. ONE SECOND SPECTRAL RESPONSE ACCEL SE 0.915 fc=3000 PSI TO BE THE LATEST EDITION,OR ENGINEER APPROVED EQUAL.CONNECTORS SHALL BE INSTALLED IN ACCORDANCE jyyN v SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL(5�) 0.15 WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED 4.DIAPHRAGM NAILING �¢s ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL(SoI) 0.487 DEVELOPMENT LENGTH LAP SPLICE BY THE MANUFACTURER.WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS,PLACE ONE-HALF OF THE NAILS, ZONAL T' 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 SEISMIC IMPORTANCE FACTOR 00 1.0 SIZE PLANS.EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO SUPPORTING 09/W 21 SEISMIC DES IC FORCE-RESISTING-SYSTEM PLYWOOD SHEAR WALLS BARS BARS (MINIMUM)AS MEMBERS CONNECTED.GN CATEGORY D OTHER OTHER INSTALL SOLID BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED,DRIED,AND THE SAME GRADE TOP BARS ALL BARS TOP BARS ALL BARS F BASIC SEISMIRAMING WITH 8d NAILS AT 6"OC AT ALL PANEL EDGES AND 12"OC AT ALL INTERMEDIATE SUPPORTS. 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 REDUNDANCY FACTOR 1.0 GALVANIZATION SEISMIC RESPONSE COEFFICIENT(Cs) 0.141 #4 29 22 11 37 29 SS FACE OF SHEATHING.NAIL PENETRATIONS GREATER THAN 1/16"ARE NOT ACCEPTABLE. #5 36 28 14 47 36 19 UNLESS NOTED OTHERWISE,STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED S.ALLOWABLE STUD AND PLATE PENETRATIONS W=TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-16 SECTION 12.7.2. ACCORDING TO THE FOLLOWING TABLE: #6 43 33 17 56 43 2 7 X 3 20 CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25%OF THE STUD/PLATE WIDTH IN BASE SHEAR(V),V=CsW=-�W UNTREATED ACQ-C C A-B OTHER OTHER PT #7 63 48 81 63 2 GALVANIZATION CCA-C SB ACZA EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40%OF THE STUD/PLATE WIDTH IN ANY NON-BEARING WOOD ACq-D CA•B BORATE WOOD PARTITIONS.BORED HOLE DIAMETER IS LIMITED T040%OF STUD/PLATE WIDTH IN ANYSTUD AND MAY BE 60%IN 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. BASIC WIND SPEED(3 SECOND GUST) 100 MPH NOTE: G185 X X X X X X a EXPOSURE B 1.ALL LENGTHS ARE IN INCHES, 6.GYPSUM WALLBOARD NAILING Q K. 1.0 2.ALL LAP SPLICES ARE CLASS B. HOG X X X X X % 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 SEE PLANS FOR ADDITIONAL DESIGN LOADS. CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. STT300 X X X % X X X X OR NO.13 GAUGE x 15/8"@ 7"OC(Sd COOLER NAILS FOR 1/21NCH GYPSUM SHEATHING).TYPICAL UNLESS NOTED Z 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 � � w STATEMENT OF SPECIAL INSPECTIONS CONCRETE COVER ON REINFORCING G185=1.85 OZ.OF ZINC PER SQUARE FOOT OF AREA WALL. _a N CC HOG-HOT DIP GALVANIZED 0' H- E- SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL SUBMITA CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" SST300=TYPE 316L STAINLESS STEEL GENERAL 0 2 2 In cc WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF Ld w w WORK IN ACCORDANCE WITH CHAPTER 1704.4 OF THE IBC. RATED SHEATHING STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND a d CONCRETE EARTH AND WEATHER: CONSTRUCTION.CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE #5 BARS AND SMALLER 11/2" RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. IN CONFORMANCE WITH IBC STANDARD 2303.1.4. PROCEEDING. N N CONCRETE NOT EXPOSED TO EARTH OR WEATHER: Ld FREQUENCY AND DISTRIBUTION O REPORTS-INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY SPECIAL INSPECTOR.STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION.REPORTS SLABS,WALLS AND JOISTS 11/ GLUE-LAMINATED TIMBER CONTRACTOR TO SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF PIPE,VENT,DUCT AND OTHER Q N O SHALLBE DISTRIBUTED TO THE CONTRACTOR,ARCHITECT,ENGINEER AND BUILDING OFFICIAL. COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 11/2" OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. n m GLUE-LAMINATED TIMBER SHALL BE DOUGLAS FIR,FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD O O SPECIAL INSPECTION CONCRETE GENERAL NOTES A390.1,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 BY AN AITC CERTIFICATE OF CONFORMANCE.FABRICATOR SHALL BE CERTIFIED.MEMBERS SHALL BE OF THE PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. Q VERTICAL BARS SHALL START FROM TOP OF FOOTING.HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE FOLLOWING MINIMUM STANDARDS: OPERATION CONT PERIODIC REMARKS NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS.IN ADDITION,THERE SHALL BE A CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL HORIZONTAL BAR AT A MAXIMUM OF 3"FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. SPAN COMBINATION Fb SOILS ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.CHANGES SHOWN ON SHOP DRAWINGS DESIGN: RMK _±L 1 SIMPLE SPAN BEAMS 24F-V4 2400 P51 ONLY WILL NOT SATISFY THIS REQUIREMENT. FOUNDATIO E NGC ACITY RIFICATIO X ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO DRAWN: WW POURING OF CONCRETE.DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED CANTILEVER OR MULTI-SPAN BEAMS 24F-V8 2400 P51 DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT CONCRETE BEYOND JOINT. SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF CHECK: ADHESIVE ANCHORS X I ALL LOCATIONS PRE-MANUFACTURED WOOD ROOF TRUSSES CONSTRUCTION SHALL BE USED,SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF OPENINGS IN CONCRETE WALLS, ENGINEER. JOB NO: 21267.10 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 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 INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE EDGE OF OPENING.IF 2'-O"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 ARCHITECT,STRUCTURAL ENGINEER,AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL INTERRUPTED BY OPENINGS. STATE AS THE SHOP DRAWINGS SHALL BE SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME RESULTS.ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT PROJECT.TRUSS DESIGN AND SHOP DRAWINGS SHALL BE CONFORMANCE WITH IBC SAME TO THE ATTENTION OF THE DESIGN TEAM. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR2303.4 APPROVED BYTHE STRUCTURAL ENGINEER, PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER 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 OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.PROVIDE 3/4"CHAMFER AT ALL CORNERS EXCEPT AS MANUFACTURER'S RECOMMENDATIONS. SOILS REPORT: REPORT N0: NOT AVAILABLE AT TIME OF DESIGN NOTED. FOR TOP CHORD DESIGN LIVE LOADS,REFER TO THE DESIGN LOAD SECTION.IN ADDITION TO ROOF LOADING LISTED 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. TOP AND BOTTOM CHORD LIVE LOAD DO NOT NEED TO BE DESIGNED FOR SIMULTANEOUSLY. 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 W WPA 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 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 CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR.FOOTINGS SHALL BE CENTERED BELOW SIZE CLASSIFICATION SPECIES GRADE Fb(P51) Fc(PSI) DRAWINGS FOR LOADS AND OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS.DEFLECTIONS SHALL NOT COLUMNS OR WALLS ABOVE,UNLESS NOTED OTHERWISE. EXCEED L/360 FOR LIVE LOADS,OR L/240 FOR TOTAL LOADS. IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN,WELL GRADED GRANULAR SLEEPERS DOUG-FIR STUD 700 - MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE LIGHT FRAMING(STUDS) HEM-FIR STUD 675 800 THAN 10%FINES(PASSING THE#200 SIEVE). 2x JOISTS AND PLANKS HEM-FIR #2 850 - J FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE(12")INCHES IN LOOSE PLATES AND BLOCKING HEM-FIR #2 850 - LIB /^ THICKNESS AND COMPACTED TO A MINIMUM OF 95%OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM 6x AND LARGER BEAMS AND 0 V/ TEST METHOD D1557-00. STRINGERS DOUG-FIR #2 875 - p L.LJ 41 AND SMALLER BEAMS AND 1 HEM-FIR #2 850 STRINGERS Lli 0 CONCRETE ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 O Z 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. L d N CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE00 FOR BUILDINGS(ACI 301). UNLESS NOTED OTHERWISE IN THE PLANS,ALL WOOD AND WOOD-BASED MEMBERS EXPOSED TO WEATHER OR IN Z W (7) J CONTACT WITH CONCRETE,MASONRY,OR WITHIN 8"OF SOIL SHALL BE PRESERVATIVE-TREATED BY W Q Q ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS VACUUM-PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD Ul. PER CUBIC FOOT. 0 Q _ CONCRETE STRENGTHS AT 28 DAYS(f'c)AND MIX CRITERIA SHALL BE AS FOLLOWS: V)Ld MAXIMUM MIN CEMENT MAXIMU I� ♦ , �DFCCOONNSTRUCTICIN fc WATER/CEMENT CONTENT PER CUBICSHR NKAGE STRAIN Y NWRATIO YARDALLCRETE 3000 PSI 0.55 5 1/2 SACK I N/A Q M of THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS J Li SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING N L0 LLI N ANY CONCRETE.THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT,FINE AND COARSE AGGREGATE,WATER,AND ADMIXTURES AS WELL AS THE WATER-CEMENT RATIO,SLUMP,CONCRETE YIELD,AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. SHEET: ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN ACCORDANCE WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. •PROVIDE 30DO PSI MINIMUM CONCRETE STRENGTH AS REQ'D FOR CONCRETE DURABILITY REQUIREMENTS.2500 PSI f'c CONCRETE MEETS STRENGTH REQUIREMENT FOR DESIGNED FOOTING,THEREFORE SPECIAL INSPECTION OF ^ J CONCRETE MIXTURE AND PLACEMENT IS NOT REQUIRED.REFER TO THE SPECIAL INSPECTION TABLE ABOVE FOR I ADDITIONAL SPECIAL INSPECTION REQUIREMENTS. `V .