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S T R U (_"`-'T'u' R A L N 0 T E S
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<br />I. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,
<br />SPECIFICATIONS, AND THE 2018 INTERNATIONAL BUILDING CODE.
<br />2. DESIGN LOADING CRITERIA:
<br />RESIDENTIAL - ONE AND TWO-FAMILY( DWELLINGS
<br />FLOOR LIVE LOAD . . . . . . . . . . . . . . . . . . . . 40 PSF
<br />ROOF
<br />ROOF DEAD LOAD . . . . . . . . . . . . . . . . . . . . . 15 PSF
<br />ROOF LIVE LOAD . . . . . . . . . . . . . . . . . . 25 PSF
<br />DECK LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . 60 PSF
<br />DEFLECTION CRITERIA
<br />LIVE LOAD DEFLECTION . . . . . . . . . . . . . . . . . . L/360
<br />TOTAL LOAD DEFLECTION . . . . . . . . . . . . . . . . . . . L/240
<br />ENVIRONMENTAL LOADS
<br />SNOW . . . . . . . . . . 25 PSF
<br />WIND . . Kzt= 1.88, GCpI®0.18, 98 MPH, RISK CATEGORY 11, EXPOSURE "B"
<br />EARTHQUAKE . ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
<br />LATERAL SYSTEM: LIGHT FRAMED SHEAR WALLS
<br />SITE CLASS=D, Ss=1.28 Sds=1.0, S1 =.45, SDI a.56, Csm0.154
<br />SDC D, Iem1.0, R®6.5
<br />3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR
<br />BIDDING AND CONSTRUCTION. ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS.
<br />ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE SPECIFICATION, THESE GENERAL NOTES
<br />AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH
<br />DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF
<br />SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK.
<br />4. PRIMARY STRUCTURAL ELEMENTS NOT DIMENSIONED ON THE STRUCTURAL PLANS AND DETAILS
<br />SHALL BE LOCATED BY THE ARCHITECTURAL PLANS AND DETAILS. VERTICAL DIMENSION CONTROL IS
<br />DEFINED BY THE ARCHITECTURAL WALL SECTIONS, BUILDING SECTION, AND PLANS.
<br />5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS,
<br />TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS WORK. THE
<br />STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT
<br />RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS
<br />RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO
<br />DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES
<br />TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE.
<br />6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL
<br />COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE
<br />PLANS. CONFORM TO ASC€ 37-14 "DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION".
<br />7. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND
<br />STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.
<br />8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE
<br />NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR
<br />DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE
<br />ARCHITECT AND THE STRUCTURAL ENGINEER. ALL TYPICAL NOTES AND DETAILS SHOWN ON
<br />DRAWINGS SHALL APPLY, UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE
<br />INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS.
<br />WHERE NO TYPICAL DETAIL IS NOTED, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE
<br />THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED OR REQUEST ADDITIONAL INFORMATION.
<br />10.FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURES ARE ASSUMED
<br />BASED ON SOIL CONDITIONS CONSISTING OF SAND, SILTY SAND, OR CLAYEY SAND AND THEREFORE
<br />MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER OR APPROVED BY THE BUILDING OFFICIAL. IF
<br />SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER FOR
<br />POSSIBLE FOUNDATION REDESIGN.
<br />FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 18" BELOW ADJACENT FINISHED
<br />GRADE. UNLESS OTHERWISE NOTED, FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS
<br />ABOVE.
<br />BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR
<br />SUBSURFACE DRAINAGE.
<br />ALLOWABLE SOIL PRESSURE . . . . . . . . . . . . . . . . . . . . . 1500 PSF
<br />LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) . . . . . . 55 PCF/35 PCF
<br />ALLOWABLE PASSIVE EARTH PRESSURE (FS OF 1.5 INCLUDED). . . . . . 300 PCF
<br />COEFFICIENT OF FRICTION (FS OF 1.5 INCLUDED . . . . . . . . 0.3
<br />0
<br />11.PIN PILES SHOWN ON THE PLAN SHALL BE 2" DIAMETER SCHEDULE 80. THE MAXIMUM CAPACITY
<br />OF 2" PILES SHALL BE 3 TONS. ALL PILES SHALL BE DRIVEN TO REFUSAL AS A MINIMUM,
<br />PILE REFUSAL SHALL BE DEFINED AS 1 INCH OF PENETRATION IN 60 SECONDS DURING
<br />CONTINUOUS DRIVING OF A 90 LB JACK HAMMER UNDER THE FULL WEIGHT AND EFFORT OF THE
<br />OPERATOR. THE MAXIMUM PILE ECCENTRICITY SHALL BE 2 INCHES. GEOTECHNICAL SPECIAL
<br />INSPECTION SHALL BE REQUIRED TO VERIFY THE ABOVE CRITERIA.
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<br />12.DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY
<br />DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED
<br />AND iN A MANNER SUITABLE TO THE WORK SEQUENCES. DEMOLITION DEBRIS SHALL NOT BE
<br />ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING
<br />(INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40 PSF.
<br />13.CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO
<br />COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS
<br />ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. THE CONTRACTOR SHALL NOTIFY THE
<br />ARCHITECT AND STRUCTURAL ENGINEER IF EXISTING CONDITIONS DETERMINED DURING WORK VARY
<br />FROM THE EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS.
<br />14.EXISTING REINFORCING SHALL BE SAVED WHERE AND AS NOTED ON THE PLANS. SAW CUTTING,
<br />WHERE USED, SHALL NOT CUT EXISTING REINFORCING TO BE SAVED.
<br />A. WHERE NEW REINFORCING TERMINATES AT EXISTING CONCRETE, DRILL AND EPDXY DOWELS
<br />MATCHING THE NEW REINFORCING INTO THE EXISTING CONCRETE WITH 5" EMBED, UNLESS
<br />OTHERWISE NOTED ON PLANS.
<br />15.CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH ACI
<br />301, INCLUDING TESTING PROCEDURES. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF Vc =
<br />3,000 PSI AND OF
<br />AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR
<br />REQUIRED CONCRETE
<br />STRENGTH IS BASED ON THE i REQUIREMENTS SECTION 1904 OF THE IBC. DESIGN
<br />17.DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE
<br />WITH ACI 315-99 AND 318®-11. LAP ALL CONTINUOUS REINFORCEMENT #5 AND SMALLER 40 BAR
<br />DIAMETERS OR 2'---0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING
<br />INTERSECTIONS. LAP CORNER BARS #5 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM.
<br />18.CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS:
<br />UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH . . 3"
<br />FORMED SURFACES EXPOSED TO EARTH OR WEATHER (5 BARS OR SMALLER). . 1-1/2"
<br />SLABS AND WALLS (INT. FACE). . . GREATER OF BAR DIAMETER PLUS 1/8 OR 3/4"
<br />19.CONCRETE WALL REINFORCING --PROVIDE THE FOLLOWING UNLESS DETAILED OTHERWISE:
<br />6" AND 8" WALLS #4 0 12 HORIZ. #4 @ 16 VERTICAL 1 CURTAIN
<br />20.CAST-IN-PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND
<br />DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE ARCHITECTURAL
<br />DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND
<br />OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.
<br />21.NONg-SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED
<br />AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS.
<br />GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (3000
<br />PSI MINIMUM).
<br />22.EXPANSION BOLTS INTO CONCRETE SHALL B ■WEDGE
<br />MANUFACTURED BY THE SIMPSON.CONFORMANCE
<br />REPORTTO ICC-ES B
<br />23.EPDXY-GROUTED ITEMS
<br />(THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE DRAWINGS
<br />SHALL Br Ri i
<br />BE
<br />INSTALL IN STRICT ACCORDANCE WITH IAMPO REPORT NO. ER-0281. MINIMUM BASE MATERIAL
<br />TEMPERATURE IS 14
<br />B - _ R. O NOTED.
<br />wETE SCREW _iR.:__ i CONCRETE SHALL r:_ "TITEN HD" HEAVY DUTY SCREW ANCHOR
<br />COMPANY,AS MANUFACTURED BY THE SIMPSON STRONG -TIE
<br />WITH ICC-ES REPORT NO. ESR-2713.
<br />STEEL
<br />25.WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, FY = 50 KSI. OTHER ROLLED SHAPES
<br />INCLUDING PLATES, SHALL CONFORM TO ASTM A36, FY = 36 KSI. CONNECTION BOLTS SHALL
<br />CONFORM TO ASTM A307.
<br />26.ARCH ITECTU RALLY EXPOSED STRUCTURAL STEEL SHALL CONFORMi; 10 OF
<br />STANDARDCODE OF PRACTICE
<br />j BUILDINGS AND
<br />WOOD
<br />27.FRAMING LUMBER SHALL BE S-DRY, KD, OR MC-19, AND GRADED AND MARKED IN CONFORMANCE
<br />WITH WCLIB STANDARD, GRADING RULES FOR WEST COAST LUMBER NO. 17, OR WWPA STANDARD,
<br />WESTERN LUMBER GRADING RULES 2011. FURNISH TO THE FOLLOWING MINIMUM STANDARDS:
<br />JOISTS (2X & 3X MEMBERS)
<br />AND BEAMS
<br />(4X MEMBERS)
<br />BEAMS (INCL. 6X AND LARGER)
<br />POSTS (4X MEMBERS)
<br />(6X AND LARGER)
<br />STUDS, PLATES & MISC. FRAMING:
<br />HEM -FIR NO. 2
<br />MINIMUM BASE VALUE, Fb =
<br />850 PSI
<br />DOUGLAS FIR -LARCH NO. 1
<br />MINIMUM BASE VALUE, Fb -
<br />1000 PSI
<br />DOUGLAS FIR --LARCH NO. 1
<br />MINIMUM BASE VALUE, Fb
<br />1350 PSI
<br />DOUGLAS FIR ---LARCH NO. 2
<br />MINIMUM BASE VALUE, Fc
<br />1350 PSI
<br />DOUGLAS FIR -LARCH NO. 1
<br />MINIMUM BASE VALUE, Fc
<br />1000 PSI
<br />DOUGLAS-FIR-LARCH OR HEM -FIR
<br />NO. 2
<br />IF LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE
<br />STANDARDS. EACH MEMBERSHALL
<br />BE ACCOMPANIED BY AN OR APA-EWSALL BEAMS SHALL
<br />BE DOUGLAS FIR COMBINATIONb 0
<br />29.MANUFACTURED LUMBER, LVL, SHOWN ON PLAN ARE BASED PRODUCTS MANUFACTURED BY THE
<br />WEYERHAEUSER CORPORATION IN ACCORDANCEREPORT MEMBERS SHALL
<br />HAVE THE FOLLOWING MINIMUM PROPERTIES:
<br />LVL (2.OE) Fb = 2600 PSI, E = 2000 KSI, Fv = 285 PSI
<br />30.PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL 11, EXTERIOR GLUE
<br />IN CONFORMANCE WITH DOC PS 1 OR PS 2. ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS,
<br />EXPOSURE RATING AND PANEL INDEX MAY BE USED IN LIEU OF PLYWOOD.
<br />FLOOR SHEATHING SHALL BE 3/4" (NOMINAL) WITH SPAN RATING 48/24.
<br />WALL SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 24/0.
<br />AL ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED T&G JOINTS OR SHALL BE SUPPORTED WITH
<br />SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF
<br />SHEATHING.
<br />REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING REQUIREMENTS.
<br />31.ALL WOOD IN DIRECT CONTACT WITH CONCRETE SHALL BE PRESSURE -TREATED WITH AN APPROVED
<br />PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER SHALL BE PROVIDED
<br />BETWEEN UNTREATED WOOD AND CONCRETE.
<br />32.PRESERVATIVE TREATED WOOD SHALL BE TREATED PER AWPA STANDARD U1 TO THE USE
<br />APPLICATION. TREATED W
<br />CATEGORY EQUAL TO OR HIGHER THAN THE INTENDEDWOOD FOR ABOVE
<br />GROUND USE SHALL BE TREATED TO AWPA UC3B. WOOD IN CONTINUOUS CONTACT WITH FRESH
<br />WATER OR SOIL SHALL BE TREATED TO AWPA UC4A. WOOD FOR USE 1N PERMANENT FOUNDATIONS
<br />SHALL BE TREATED TO AWPA UC4B.
<br />33.FASTENERS AND TIMBER CONNECTORS USED WITH TREATED WOOD SHALL HAVE CORROSION
<br />RESISTANCE AS INDICATED IN THE FOLLOWING TABLE, UNLESS OTHERWISE NOTED.
<br />WOOD TREATMENT CONDITION PROTECTION
<br />HAS NO AMMONIA CARRIER INTERIOR DRY G90 GALVANIZED
<br />CONTAINS AMMONIA CARRIER INTERIOR DRY G185 OR A185 HOT DIPPED OR
<br />CONTINUOUS HOT --GALVANIZED
<br />PER ASTM A653
<br />CONTAINS AMMONIA CARRIER INTERIOR WET TYPE 304 OR 316 STAINLESS
<br />CONTAINS AMMONIA CARRIER EXTERIOR 'TYPE 304 OR 316 STAINLESS
<br />AZCA ANY TYPE 304 OR 316 STAINLESS
<br />34.TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY
<br />SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C-C-a2019 AND SHALL BE
<br />INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
<br />ALL 2X JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" SERIES JOIST HANGERS. ALL
<br />BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH "HU/HUCQ" SERIES JOIST HANGERS, UNO.
<br />ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM)AS MEMBERS
<br />CONNECTED.
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<br />SIZE LENGTH DIAMETER
<br />8d 2-1/2" 0.131 "
<br />16d 3-1/4" 0.131"
<br />B. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE
<br />HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD. INSTALLATION OF LAG
<br />BOLTS SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION
<br />WITH A LEAD BORE HOLE OF 60 TO 70 PERCENT OF THE SHANK DIAMETER, LEAD HOLES ARE
<br />NOT REQUIRED FOR 3/8" AND SMALLER LAG SCREWS.
<br />36.NOTCHES AND HOLES IN WOOD FRAMING:
<br />A. NOTCHES ON THE ENDS OF SOLID SAWN JOISTS AND RAFTERS SHALL NOT EXCEED
<br />ONE-FOURTH
<br />THE JOIST DEPTH. NOTCHES IN THE TOP OR BOTTOM OF SOLID SAWN JOISTS SHALL NOT
<br />EXCEED ONE -SIXTH THE DEPTH AND SHALL NOT BE LOCATED IN THE MIDDLE THIRD OF THE
<br />SPAN. HOLES BORED IN SOLID SAWN JOISTS AND RAFTERS SHALL NOT BE WITHIN 2 INCHES OF
<br />THE TOP OR BOTTOM OF THE JOIST, AND THE DIAMETER OF ANY SUCH HOLE SHALL NOT
<br />EXCEED ONE-THIRD THE DEPTH OF THE JOIST.
<br />B. IN EXTERIOR WALLS AND BEARING PARTITIONS, ANY WOOD STUD IS PERMITTED TO BE CUT OR
<br />NOTCHED TO A DEPTH NOT EXCEEDING 25 PERCENT OF ITS WIDTH. A HOLE NOT GREATER IN
<br />DIAMETER THAN 40 PERCENT OF THE STUD WIDTH 1S PERMITTED TO BE BORED IN ANY WOOD
<br />STUD. IN NO CASE SHALL THE EDGE OF THE BORED HOLE BE NEARER THAN 5/8 INCH TO THE
<br />EDGE OF THE STUD. BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECTION OF STUD
<br />AS A CUT OR NOTCH.
<br />C. NOTCHES AND HOLES IN MANUFACTURED LUMBER AND PREFABRICATED PLYWOOD WEB JOISTS
<br />SHALL BE PER THE MANUFACTURERS RECOMMENDATIONS UNLESS OTHERWISE NOTED.
<br />37.WOOD FRAMING NOTES --THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS:
<br />A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM
<br />STANDARDS OF THE INTERNATIONAL BUILDING CODE, THE AITC "TIMBER CONSTRUCTION MANUAL"
<br />AND THE AF&PA "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION". MINIMUM
<br />NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO IBC TABLE 2304.10.1. COORDINATE
<br />THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS.
<br />B. WALL FRAMING: REFER ARCHITECTURAL DRAWINGS FOR THE SIZE OF ALL WALLS. ALL STUDS
<br />SHALL BE SPACED AT 16" O.C. UNO. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END
<br />OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS, AND AT BEAM OIL HEADER BEARING
<br />LOCATIONS, TWO 2x8 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE
<br />NOTED. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO
<br />SUPPORTS BELOW.
<br />ALL WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL TOP
<br />PLATE TO EACH STUD WITH TWO 16d NAILS, AND TOENAIL OR END NAIL EACH STUD TO BOTTOM
<br />PLATE WITH TWO 16d NAILS. FACE NAIL DOUBLE TOP PLATE WITH 16d 0 12" O.C. AND LAP
<br />MINIMUM X-O" AT JOINTS AND PROVIDE EIGHT 16d NAILS 0 4" O.C. EACH SIDE JOINT.
<br />ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW
<br />WITH TWO ROWS OF 16d NAILS @ 12" ON -CENTER, OR ATTACHED TO CONCRETE BELOW
<br />WITH 5/8" DIAMETER ANCHOR BOLTS ® 4'-0" ON -CENTER EMBEDDED 7" MINIMUM, UNLESS
<br />INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH
<br />OTHER WITH TWO ROWS OF 16d @12" ON -CENTER. UNLESS INDICATED
<br />OTHERWISE, 1/2" (NOMINAL)APA RATED SHEATHING (SPAN RATING 24/0) SHALL BE NAILED TO
<br />ALL EXTERIOR SURFACES WITH 8d NAILS @ 6" ON -CENTER AT PANEL EDGES AND TOP AND
<br />BOTTOM PLATES (BLOCK UN -SUPPORTED EDGES)AND TO ALL INTERMEDIATE STUDS AND BLOCKING
<br />WITH 8d NAILS 0 12" ON -CENTER ALLOW 1/8" SPACING AT ALL PANEL EDGES AND PANEL
<br />ENDS.
<br />SUPPORTSC. FLOOR FRAMING. PROVIDE SOLID BLOCKING AT ALL BEARING TOE -NAIL JOISTS TO
<br />NAILS. HEADERS . BEAMS WITH
<br />NOTEDSIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI JOIST
<br />BEAMS TOGETHER WITH TWO ROWS 16d @ 12" ON -CENTER.
<br />UNLESS OTHERWISE ON THE PLANS, PLYWOOD FLOOR SHEATHING SHALL BE LAID UP WITP
<br />GRAIN PERPENDICULAR TO SUPPORTS AND NAILED AT 6" ON -CENTER WITH 8d NAILS TO FRAMED
<br />PANEL EDGES, AND @ 12" ON -CENTER TO INTERMEDIATE SUPPORTS. FLOOR SHEATHING
<br />EDGES SHALL HAVE APPROVED T&G JOINTS OR SHALL BE SUPPORTED WITH SOLID
<br />BLOCKING. ALLOW 1/8" SPACING AT _ PANEL EDGESO ROOF
<br />TOENAIL BLOCKING O SUPPORTS WITH 16d @ UNO.
<br />QUALITY ASSURANCE
<br />1. SPECIAL INSPECTIONS SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS
<br />AND SECTIONS 110 AND 1705 OF THE INTERNATIONAL BUILDING CODE BY A QUALIFIED TESTING
<br />AGENCY DESIGNATED BY ATHE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE
<br />ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH
<br />COPIES OF ALL INSPECTION AND TEST RESULTS. SPECIAL INSPECTION OF THE FOLLOWING
<br />TYPES OF CONSTRUCTION IS REQUIRED UNLESS NOTED OTHERWISE.
<br />DRIVEN PIPE PILE CONSTRUCTION CONTINUOUS
<br />POST INSTALLED CONCRETE RODS AND ANCHORS PERIODIC
<br />rERIODIC INSPECTION: INSPECTION SHALL BE PERFORMED AT INTERVALS NECESSARY TO
<br />CONFIRM THAT WORK REQUIRING ,L INSPECTIOREQUIREMENTS.
<br />CONTINUOUS INSPECTION:O D OBSERVE
<br />INISPECTIONTIMES THAT WORK IS PERFORMED.
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<br />DRAWN BY: SAC, ME
<br />CHECKED BY: XXX
<br />PLOT DATE: 16 NOV 2021 1 FILE NAME: MILES
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