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<br /> PI_YWOOD SHEATHING: PLYWOOD WEB JOIST: GENERAL NOTES • • � �
<br /> ALL PLYWOOD SHALL BE AMERICAN ASSOCIATION CDX-RATED SHEATHING, DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST BUILDING CODE: � �
<br /> ORIENTED STRAND BOARD OR BETTER, SHALL BEAR THE STAMP OF AN EDITION I.C.C. REPORT ESR-1153 FOR TJI (ESR-1405 FOR PRI JOIST 1225 FOR
<br /> APPROVED TESTING AGENCY. STAGGER JOINTS AT ROOF AND FLOORS.ALL PWI 1305 FOR LPI). CONNECTIONS AND BEARING MATERIAL TO BE SHOP 2015 EDITION OF THE INTERNATIONAL BUILDING AND RESIDENTIAL CODE.
<br /> NAILING SHALL BE COMMON NAILS OR EQUAL. WHERE SCREWS ARE USED CONNECTED TO JOISTS AND DESIGNED AND FURNISHED BY JOIST
<br /> FOR WOOD TO WOOD ATTACHMENTS, USE WOOD SCREWS MEETING THE FABRICATOR. LOADS:
<br /> REQUIREMENTS OF A.N.S.I./A.S.T.E. B18.6.1 OF GRADE ASTM A584. GRADE
<br /> 1013 TO 1022 STEE� (Fy=193,600 PSI). HORIZONTAL DIAPHRAGM AND CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. ROOF LIVE LOAD =20 PSF (SNOW)
<br /> SHEARWALL CAPACITIES SHALL BE PER THE LATEST EDITION OF I.C.C. DEFLECTION SHALL BE LIMITED AS FOLLOWS:
<br /> REPORT ESR-1539.ALL PLYWOOD SHALL BE OF THE FOLLOWING NOMINAL ROOF DEAD LOAD =15 PSF
<br /> THICKNESS, SHALL HAVE THE FOLLOWING SPAN/INDEX RATIO,AND SHALL BE FLOOR LIVE LOAD MAXIMUM =L/480, FLOOR TOTAL MAXIMUM =L/240. FLOOR LIVE LOAD =40 PSF Seattie
<br /> ATTACHED AS FOLLOWS, UNLESS NOTED OTHERWISE: FLOOR DEAD LOAD =15 PSF Whidbey Island
<br /> ADDITIONAL JOISTS SHALL BE SUPPLIED AS REQUIRED TO SUPPORT STAIR LIVE LOAD =100PSF
<br /> USE THICKNESS SPAN/INDEX EDGE MECHANICALAND APPLIANCE EQUIPMENT. WIND LOAD =1 10 MPH,EXPOSURE B
<br /> INTERMEDIATE SEISMIC DESIGN CATEGORY D2 PO. Box 665 Freeland
<br /> RATIO ATTACHMENT WOOD:
<br /> ATTACHMENT FouN�AT�oNs: Washington 98249
<br /> SAwN �uMBER: 206-283-8317
<br /> ROOF 1/2" 32/16 8d @ 6" OC. 8D @ 12" SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 18" MINIMUM BELOW 360-341-1958
<br /> OC. FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF GRADING FINISHED GRADE. FINISHED GRADE IS DEFINED AS TOP OF SLAB FOR INTERIOR pagearch@whidbeyisland.com
<br /> FLOOR 3/4" T&G 40/20 SCREWS @ 6" SCREWS@ RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION OR THE WEST FOOTINGS AND LOWEST ADJACENT GRADE WITHIN 5 FEET FOR PERIMETER www.williampagearchitects.com
<br /> 10" COAST LUMBER INSPECTION BUREAU.ALL SAWN LUMBER SHALL BE STAMPED FOOTINGS. DESIGN SOIL BEARING VALUE — 1,500 PSF.
<br /> SHEAR WALLS 1/2" 24/0 10d @ 6" OC. 10d Od @ WITH GRADE MARK OF AN APPROVED LUMBER GRADING AGENCYAND SHALL — Issue/Revisions
<br /> 12" OC. HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: No. Date Comments
<br /> CONCRETE:
<br /> SCREWS AT FLOOR SHEATHING SHALL BE#8 x 2 1/2" LONG FOR SHEATHING JOISTS: 2x4 DF. N0.2
<br /> LESS THAN 1" NOMINAL THICKNESS,AND SHALL HAVE CURRENT I.C.C. 2x6 OR LARGER DF. N0.2 MINIMUM COMPRESSIVE STRENGTH OF CONCRETE SHALL BE 3,000 PSI TO
<br /> APPROVAL AS A REPLACEMENT FOR 10d NAILS IN WOOD PANEL DIAPHRAGMS. BEAMS: WIDTH 4" OR LESS DF. N0.2 COMPLY WITH EXPOSURE REQUIREMENTS OF IBC TABLE 1904.2.2. STRUCTURAL
<br /> SCREWS PER I.C.C. ER-5280 OR APPROVED EQUAL.ALL FLOOR SHEATHING GREATER THAN 4" DF. N0.2 DESIGN IS BASED ON f"c OF 2,500 PSI. PER IBC 1705.3, NO SPECIAL INSPECTION
<br /> SHALL BE GLUED TO SUPPORT MEMBERS WITH AN A.P.A.AFG-01 OR ASTM LEDGERS AND TOP PLATES: ALL SIZES DF. N0.2 REQUIRED.
<br /> D3498 QUALIFIED GLUE IN ACCORDANCE WITH A.P.A. FORM E30.AT STUDS: ALL SIZES DF. N0.2
<br /> CONTRACTOR'S OPTION, 10d NAILS MAY BE USED IN LIEU OF SCREWS AT POSTS: ALL SIZES DF. N0.2 ALL CONCRETE CONSTRUCTION SHALL CONFORM TO A.G.I. MECHANICALLY
<br /> FLOOR SHEATHING WITH PRIOR APPROVAL OF OWNER OR ARCHITECT. VIBRATE ALL CONCRETE WHEN PLACE, EXCEPT THAT SLABS ON GRADE NEED TO
<br /> WOOD GENERAL: BE VIBRATE ONLY AT TRENCHES, FLOOR DUCTS, TURNDOWNS, ETC. MAXIMUM
<br /> NAILING:
<br /> DOUBLE UP FLOOR JOISTS AND BLOCKING UNDER PARTITIONS. PROVIDE 2" SLUMP OF 4 1/2" FOR CONCRETE WITHOUT PLASTICIZER. IF PLASTICIZER IS USED, A
<br /> ALL NAILS SHALL CONFORM TO ASTM F1667.ALL NAILING SHALL BE WITH SOLID BLOCKING AT SUPPORTS OF ALL JOISTS. DOUBLE UP STUDS AT JAMBS HIGHER FINAL SLUMP MAY BE ALLOWED UPON APPROVAL BY "ARCHITECT".
<br /> COMMON WIRE NAILS OR APPROVED EQUAL.ALL NAILING SHALL BE POWER AND BEAMS GREATER THAN 5'-0" SPAN. EVERY OTHER STUD OF WOOD FRAME UNLESS APPROVED OTHERWISE IN WRITING BY THE "ARCHITECT', ALL CONCRETE
<br /> DRIVEN FASTENERS MEETING THE REQUIREMENTS I.C.C. ESR-1539 OR BEARING WALLS SHALL HAVE A SIMPSON H3 ANCHOR TOP AND BOTTOM, SLABS ON GRADE SHALL BE BOUND BY CONTROL JOINTS (KEYED OR SAW CUT),
<br /> APPROVED EQUAL. ALL NAILS AND FASTENERS IN PRESSURE TREATED OR EXCEPT AT THOSE WALLS WHERE PLYWOOD SHEATHING IS DIRECTLY AS SHOWN ON FOUNDATION, FLOOR OR SITE PLAN, SUCH THAT THE ENCLOSED
<br /> FIRE RETARDANT WOOD SHALL BE HOT-DIPPED GALVANIZED STEEL , ATTACHED TO THE TOP AND BOTTOM PLATES WITH EDGE NAILING. PROVIDE AREA DOES NOT EXCEED 200 SQUARE FEET. KEYED CONTROL JOINTS NEED ONLY
<br /> STAINLESS STEEL , SILICON BRONZE, COPPER, OR APPROVED EQUAL, 2x SOLID BLOCKING AT MID HEIGHT OF BEARING STUD WALLS.ALL NAILING OCCUR AT EXPOSED EDGES DURING POURING, ALL OTHER JOINTS MAY BE SAW
<br /> TYPICAL UNLESS NOTED OTHERWISE TO MEET THE REQUIREMENTS OF I.B.C. NOT NOTED SHALL BE ACCORDING TO TABLE 2304.9.1 OF THE INTERNATIONAL CUT.
<br /> SECTION 2304.9.5. NAILS SPECIFIED BY PENNYWEIGHT SHALL HAVE THE BUILDING CODE.ALL FIELD CUT ENDS, NOTCHES AND DRILLED HOLES OF
<br /> FOLLOWING MINIMUM PROPERTIES: PRESSURE TREATED WOOD SHALL BE RETREATED IN FIELD ACCORDANCE FLY ASH, UPON "ARCHITECTS APPROVAL SHALL BE LIMITED TO 18% OF
<br /> WITH AWPA M4. WOOD CONNECTORS SHALL BE AS MANUFACTURED BY CEMENTITOUS MATERIALS AND SHALL HAVE A REPLACEMENT FACTOR OF 1.2
<br /> PENNYWEIGHT SHANK DIAMETER NAIL BENDING YEILD STENGTH, Fby SIMPSON STRONG-TIE COMPANY, INC. OR OTHER MANUFACTURER WITH RELATIVE TO CEMENT REPLACED. NO FLY ASH ADDITIVES SHALL BE USED IN
<br /> CURRENT AND EQUIVALENT I.C.C.APPROVAL.ALL WOOD CONNECTORS IN FLATWORK OR ARCHITECTURALLY EXPOSED CONCRETE.
<br /> 8d 0.131" 100,000 PSI CONTACT WITH PRESSURE TREATED OF FIRE RETARDANT WOOD SHALL BE
<br /> 10d 0.148" 90,000 PSI HOT-DIPPED GALVANIZED STEEL OR APPROVED EQUAL, TYPICAL UNLESS
<br /> 16d 0.162" 90,000 PSI NOTED OTHERWISE. TYPICAL CONNECTIONS SHALL USE THE FOLLOWING REINFORCING STEEL:
<br /> SIMPSON STRONG-TIE CONNECTORS, UNLESS NOTED OTHERWISE:
<br /> ENGINEERED WOOD BEAMS ( PARALLAMI: ASTM A615 (Fy = 60 KSI) DEFORMED BARS FOR ALL BARS #4 AND LARGER. ASTM
<br /> CONNECTION TYPE TYPICAL CONNECTOR A615 (Fy = 40 KSI) DEFORMED BARS FOR ALL BARS #3 AND SMALLER. NO TACK
<br /> PARALLAM BEAMS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: WELDING OF REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF
<br /> Fb=2,900 PSI, Fv = 290 PSI, Fc (PERPENDICULAR) =750 PSI, E = 2,000,000 PSI. POST TO FOUNDATION: ABU TYPE POST BASE PROCEDURE. LASEST A.C.I. CODE AND DETAILING MANUAL APPLY. CLEAR
<br /> DESIGN , FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST POST TO BEAM: PC TYPE POST CAP CONCRETE COVERAGES AS FOLLOWS:
<br /> EDITION LC.C. REPORT ESR-1387. JOIST TO BEAM: LU TYPE HANGER
<br /> BEAM TO BEAM: HU TYPE HANGER CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3"
<br /> ENGINEERED WOOD BEAMS (j AMINATED VENEER LUMBERI: EXPOSED TO EARTH OR WEATHER
<br /> #6 BARS OR LARGER 2"
<br /> LAMINATED VENEER LUMBER SHALL HAVE THE FOLLOWING MINIMUM #5 BARS AND SMALLER 1 1/2"
<br /> PROPERTIES: Fb = 2,250 PSI, Fv = 285 PSI, Fc (PERPENDICULAR) = 650 PSI, E = ALL OTHER PER A.C.I. 318-1 1.
<br /> 1,500,000 PSI. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH
<br /> THE LATEST EDITION I.C.C. REPORT ESR-1533.
<br /> LAP SPLICES IN CONCRETE:
<br /> ENGINEERED WOOD BEAMS ( PARALLEL STRAND LUMBERI: ��
<br /> LAP SPLICES, UNLESS NOTED OTHERWISE,SHALL BE CLASS "B"TENSION LAP SPLICES ��
<br /> PARALLEL STRAND LUMBER STUDS SHALL HAVE THE FOLLOWING MINIMUM PER LATEST EDITION OF A.C.I. 318. STAGGER SPLICES A MINIMUM OF ONE LAP PER
<br /> PROPERTIES: Fb = 2,400 PSI, Fv= 190 PSI, Fc (PERPENDICULAR) = 600 PSI, E = LENGTH. ALL REINFORCING MUST PROVIDE ISOLATION FROM MOISTURE/
<br /> 1,800,000 PSI. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH CORROSION. � � � ��
<br /> THE LATEST EDITION LC.C. REPORT ESR-13876. A��
<br /> PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT
<br /> GLU LAMINATED TIMBER: ALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS. REINFORCING BAR
<br /> GLU-LAMINATED TIMBERS SHALL BE MANUFACTURED AND INDENTIFIED AS SPACING ARE MAXIMUM ON CENTERS. ALL BARS PER CRSI SPECIFICATIONS AND
<br /> REQUIRED IN A.I.T.C. A 1901.1 AND ASTM D 3737. GLU-LAMINATED WOOD HANDBOOK. DOWEL ALL VERTICAL REINFORCING INTO FOUNDATION WITH
<br /> BEAMS, DOUGLAS FIR COAST REGION, KILN CRIED, A.I.T.C. SPECIFICATION STANDARD 90 DEGREE HOOKS UNLESS NOTED OTHERWISE. SECURELY TIE ALL BARS
<br /> 24F-V4 FOR SIMPLE SPANS,AND 24F-V8 FOR CANTILEVER SPANS (Fb = 2400 IN LOCATION BEFORE PLACING CONCRETE.
<br /> PSI TENSION, TYPICAL). PROVIDE A.I.T.C. STAMP ON TIMBER AND SUBMIT
<br /> CERTIFICATE TO "ARCHITECT". MATERIALS MUST BE OBTAINED FROM AN
<br /> A.I.T.C.APPROVED FABRICATOR, ALL GLU-LAM BEAMS SHALL FIT SNUG AND
<br /> TIGHT IN THEIR CONNECTIONS AND DEVELOP FULL BEARING AS INDICTED. NO
<br /> SUBSTITUTION OF OTHER SPECIES. GLU-LAM ADHESIVE TO BE "WET-USE"
<br /> TYPE.
<br /> Copyright 2019 William Page Architects
<br /> Project
<br /> Residence
<br /> 2609 - Chestnut Street
<br /> Everett, Washington
<br /> Sheet Title
<br /> Structural Notes
<br /> Project No. 2019-10
<br /> Date 02/02/2019
<br /> Scale AS NOTED
<br /> Drawn By WJP
<br /> Checked By WJP
<br /> Sheet
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<br /> tru ctu ra I N otes Stru ctu ra I N otes A-9
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