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DUILUIIVb I.UUC
<br />UUNUMr- I C GUN I.
<br />r MMIVIIIVb LUIVIOr-M GUN I.
<br />2018 INTERNATIONAL BUILDING CODE
<br />10. MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR FORMED WORK SHALL BE AS FOLLOWS:
<br />19. CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGES TO THESE DETAILS AND NOTES.
<br />EXPOSED TO EARTH OR WEATHER (#5 OR SMALLER): 11/e"
<br />FLOOR LOAD
<br />EXPOSED TO EARTH OR WEATHER (#6 OR LARGER): 2"
<br />BLOCKING SHALL BE PROVIDED AT ALL POINTS OF BEARING TO PREVENT ROTATION OF JOISTS AND
<br />-NOTE: CONCRETE CAST AGAINST GROUND SHALL HAVE 3" MINIMUM COVERAGE
<br />B20. EAMS.
<br />DEAD LOAD:
<br />12 psf
<br />GENERAL
<br />LIVE LOAD:
<br />40 psf
<br />11. PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE EXCEPT
<br />1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CONTRACT DRAWINGS.
<br />WHERE SPECIFICALLY APPROVED.
<br />ROOF LOAD
<br />2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE
<br />DEAD LOAD:
<br />15 psf
<br />12. LEAN CONCRETE SHALL BE 2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE.
<br />BUILDING. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING AND GUYS IN ACCORDANCE WITH
<br />FLAT ROOF SNOW LOAD:
<br />25 psf
<br />ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. ANY DEVIATION MUST BE APPROVED PRIOR TO
<br />SNOW EXPOSURE FACTOR (Ce):
<br />1.1
<br />.
<br />13CONCRETE MIXES SHALL BE PROVIDED IN ACCORDANCE WITH ACI 318.
<br />ERECTION.
<br />SNOW LOAD IMPORTANCE FACTOR (Is):
<br />THERMAL FACTOR (Ct):
<br />1.0
<br />1.1
<br />14. CONCRETE EXPOSED TO SULFATES, CONCRETE NTH LOW PERMEABILITY REQUIREMENTS, AND CONCRETE
<br />3. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. ANY DEVIATION MUST BE APPROVED
<br />WITH CHLORIDE ION CONTENT REQUIRE ADDITIONAL MIX DESIGN CONSIDERATIONS. IN THE EVENT OF THESE
<br />REQUIREMENTS THE ENGINEER SHALL BE NOTIFIED BY THE CLIENT IN A WRITING AND DESIGN MIXES SHALL BE
<br />BY OSHA PRIOR TO ERECTION.
<br />WIND DESIGN DATA
<br />PROVIDED PER ACI 318.
<br />4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION PROCEDURES INCLUDING
<br />1. BASIC WAND SPEED: 110 MPH
<br />2. WIND IMPORTANCE FACTOR (Iw): 1.0
<br />BUILDING CATEGORY: II
<br />3. WIND EXPOSURE: B
<br />4. Kzt = 1.33
<br />5. INTERNAL PRESSURE COEFFICIENT: NA
<br />6. APPLICABLE WIND PRESSURE FOR
<br />COMPONENTS AND CLADDING: NA
<br />CEMENT CONTENT
<br />F'c (PSI)
<br />LBS/CUBIC YARD
<br />(MIN.)
<br />SACKS PER CUBIC
<br />YARD (MIN.)
<br />NOTES
<br />2500
<br />470
<br />5
<br />NOTE A
<br />3500
<br />564
<br />6
<br />-
<br />HOLDOWN SCHEDULE
<br />*FOR HOLDOWNS INSTALLED IN NEW FOUNDATIONS
<br />ANCHOR
<br />THRU BOLTS OR
<br />EMBEDMENT/
<br />MINIMUM
<br />MODEL
<br />BOLT
<br />NAILS/SCREWS
<br />STRAP LENGTH
<br />EDGE DIST.
<br />de
<br />F
<br />STHD14/RJ
<br />NA
<br />(38) 16d COMMON
<br />14" EMBED
<br />1Ys"
<br />NA
<br />NA
<br />HDU4-SDS2.5
<br />PAB5
<br />(10) dx2,1 SDS IN
<br />'de' & 'F'
<br />1
<br />6k"
<br />10"
<br />DOUBLE STUDSEE
<br />PAB8
<br />(30) jx21j SDS IN 4x8
<br />SEE 'de' & T'
<br />iy"
<br />11"OR
<br />ft
<br />6x6 POST
<br />N/A
<br />(30) 10d COMMON IN
<br />34" + CLEAR SPAN
<br />CENTER ON RIM
<br />NA
<br />NA
<br />SINGLE STUD
<br />JOIST
<br />LAGGING, SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES IN
<br />ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES.
<br />5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SHALL
<br />HOEDOWN NOTES
<br />CHECK ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ENGINEER AND BE 1. ALL -THREAD BOLTS SHALL CONFORM TO ASTM A307.
<br />RESOLVED BEFORE PROCEEDING WITH THE WORK.
<br />2. MINIMUM CONCRETE COMPRESSIVE STRENGTH f'0=2500 PSI.
<br />6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WERE CONDITIONS ARE NOT
<br />MINIMUM WALL THICKNESS IS 8".
<br />SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF
<br />SEISMIC DESIGN DATA
<br />NOTE 1: MIXES SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. NO MORE THAN A 1"
<br />CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW BY THE ENGINEER.
<br />3. ALL HOLDOWNS REQUIRE A (2) 2x POST UNLESS NOTED
<br />1. SEISMIC IMPORTANCE FACTOR:
<br />1.0
<br />PLUS TOLERANCE SHALL BE ALLOWED.
<br />7. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN ADDITION TO ANY OTHER SPECIFIC
<br />OTHERWISE. WHERE HOLDOWNS ARE INSTALLED INTO THE WIDE
<br />SEISMIC USE GROUP:
<br />I
<br />DETAIL CALLED OUT.
<br />FACE OF THE STUD, THE STUDS MUST BE STITCH NAILED
<br />NOTE 2: AIR ENTRAINMENT IS REQUIRED FOR ALL CONCRETE EXPOSED TO WEATHER. FOR 3'4" AGGREGATE AN
<br />TOGETHER W/ 16d SINKERS STAGGERED ®4" 0/C.
<br />2. SPECTRAL RESPONSE ACCELERATION (Ss):
<br />3. SITE CLASS:
<br />131.8% G
<br />D (ASSUMED)
<br />ENTRAINMENT OF 6% IS REQ'D. FOR X" AGGREGATE AN AIR ENTRAINMENT OF 7% IS REQ'D.
<br />S. COORDINATE WITH MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR SIZE AND LOCATION OF ALL
<br />OPENINGS REQUIRED FOR DUCTS, PIPES, PIPE SLEEVES, ELECTRICAL CONDUITS, AND OTHER ITEMS TO BE
<br />4. MINIMUM EDGE DISTANCE IS FOR FORMED CONCRETE
<br />4. SPECTRAL RESPONSE COEFFICIENTS (SDS):
<br />105.4%G
<br />NOTE 3: POZZOLANS ARE NOT PERMITTED IN THE MIX DESIGN UNLESS APPROVED BY THE ENGINEER.
<br />EMBEDDED IN CONCRETE OR OTHERWISE INCORPORATED IN STRUCTURAL WORK.
<br />EXPOSED TO WEATHER OR SOIL. FOR CONCRETE CAST
<br />5. SEISMIC DESIGN CATEGORY:
<br />D
<br />AGAINST SOIL PROVIDE 3" CLEAR TO ANCHOR BOLT.
<br />6. BASIC SEISMIC -FORCE -RESISTING SYSTEM:
<br />SHEARWALLS
<br />A) WHERE SPECIAL INSPECTION IS NOT REQUIRED UNDER SECTION 1705.3 OF THE I.B.C., CONCRETE SHALL
<br />9. PROVIDE OPENINGS AND SUPPORTS, AS REQUIRED PER STANDARD DETAILS FOR HEATERS, MECHANICAL
<br />7. DESIGN BASE SHEAR:
<br />SEE CALCULATIONS
<br />HAVE A MINIMUM CEMENT CONTENT OF 5 SACKS PER CUBIC YARD OF CONCRETE.
<br />EQUIPMENT, VENTS, DUCTS, PIPING, ETC. ALL SUSPENDED MECHANICAL EQUIPMENT SHALL BE SWAY OR
<br />5. NAILS/SCREWS TO HOLDOWN POST SHALL BE PER
<br />8. SEISMIC RESPONSE COEFFICIENT (Cs):
<br />0.162
<br />LATERALLY BRACED.
<br />MANUFACTURER'S SPECIFICATIONS.
<br />9. RESPONSE MODIFICATION FACTOR (R):
<br />6.5
<br />B) FOR STRENGTHS ABOVE 4000 PSI, PROPORTIONS SHALL BE ESTABLISHED BY THE METHODS SPECIFIED ACI
<br />10. ANALYSIS PROCEDURE USED:
<br />EQUIVALENT LATERAL FORCE PROCEDURE
<br />318
<br />10. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS THE BEST
<br />6. WHEN FIELD CONDITION BECOME LESS THAN MINIMUM
<br />FOUNDATIONS
<br />PRESENT KNOWLEDGE BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH
<br />SHOWN, CONTACT ENGINEER PRIOR TO PROCEEDING.
<br />1. THE FOUNDATION DESIGN IS BASED ON THE
<br />RECOMMENDATION IN THE INTERNATIONAL BUILDING CODE
<br />C) DESIGN MIX (OTHER THAN AS SPECIFIED IN THIS TABLE) SHALL BE SUBMITTED TO THE BUILDING OFFICIAL
<br />THE DRAWINGS, THEY SHALL BE REPORTED TO THE ENGINEER SO THAT THE PROPER REVISIONS MAY BE
<br />TABLE 1804.2. FOUNDATION WORK SHALL BE
<br />PERFORMED IN ACCORDANCE WITH CHAPTER 18 OF THIS CODE.
<br />TWO WEEKS PRIOR TO FIRST USE.
<br />MADE. MODIFICATION TO DETAILS OF CONSTRUCTION SHALL NOT BE MADE WITHOUT PRIOR WRITTEN
<br />7. ALL HOLDOWN BOLTS MUST BE RE -TIGHTENED JUST PRIOR
<br />ROOF TRUSS
<br />APPROVAL OF THE ENGINEER.
<br />TO ENCLOSING SECOND SIDE OF WALL.
<br />2. THE FOUNDATION DESIGN IS BASED ON THE
<br />ALLOW. SOIL BEARING =
<br />FOLLOWING VALUES:
<br />PSF
<br />1. THE TRUSSES SHALL BE DESIGNED BY THE FABRICATOR TO FIT DIMENSIONS AND LOADS INDICATED ON THE
<br />11. ARCHITECTURAL AND MECHANICAL PLANS ARE CONSIDERED A PART OF THE STRUCTURAL DESIGN
<br />SOIL FRICTION =
<br />PLANS AND IN THE STRUCTURAL NOTES. ALL DESIGNS SHALL BE IN ACCORDANCE WITH ALLOWABLE VALUES
<br />DRAWINGS AND ARE TO BE USED TO DEFINE DETAIL CONFIGURATIONS INCLUDING; BUT NOT LIMITED TO
<br />EQUIV. FLUID PRESSURES:
<br />.25
<br />•25
<br />ASSIGNED BY THE BUILDING CODE. CONCENTRATED MECHANICAL ROOF LOADS SHALL BE INCLUDED IN THE
<br />DESIGN VERIFY WEIGHTS AND LOCATIONS WITH THE ARCHITECT SHOP DRAWINGS MUST BE RETAINED AT
<br />RELATIVE LOCATION OF MEMBERS, ELEVATIONS, DIMENSIONS AND LOCATIONS OF ALL OPENINGS, ETC.
<br />*ACTIVE PRESSURE = 35 PCF THE JOB SITE AND AVAILABLE TO THE BUILDING INSPECTOR FOR REFERENCE. THE TRUSS CALCULATION
<br />PASSIVE PRESSURE = 150 PCF PACKAGE SHALL BE DESIGNED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN
<br />(WALLS RESTRAINED AGAINST ROTATION SHALL BE DESIGNED FOR AN EQUIV. FLUID PRESSURE OF THE STATE OF WASHINGTON. THE TRUSS ENGINEER SHALL ASSUME ALL RESPONSIBILITY FOR THE WORK OF
<br />55 PCF). ALL SUBORDINATES INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT PLANS AND THE TRUSS
<br />DESIGN DRAWINGS.
<br />3. ALL FOOTINGS SHALL BE FOUNDED AT LEAST 18" BELOW THE UNDISTURBED GROUND SURFACE OR TO
<br />FROST DEPTH. ALL FOOTINGS SHALL BE FOUNDED ON COMPACTED FILL OR UNDISTURBED NATURAL GRADE
<br />UNLESS OTHERWISE NOTED. 2. SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO
<br />FABRICATION. DRAWINGS AND CALCULATIONS SHALL BE STAMPED AND SIGNED BY A REGISTERED
<br />4. COMPACTION: MATERIAL FOR FILLING AND BACKFILLING SHALL CONSIST OF THE EXCAVATED MATERIAL
<br />PROFESSIONAL ENGINEER. THE DRAWINGS SHALL SHOW ALL CRITICAL DIMENSIONS AS WELL AS THE LOADS
<br />AND/OR IMPORTED BORROW AND SHALL BE FREE OF ORGANIC MATTER, TRASH, LUMBER, OR OTHER DEBRIS. THE TRUSSES ARE DESIGNED TO SUPPORT. BRIDGING BETWEEN TRUSSES, CONTINUOUS LATERAL BRACING,
<br />ALL WALLS SHALL BE ADEQUATELY BRACED PRIOR TO BACKFILUNG. FILL AND BACKFlLL SHALL BE DEPOSITED AND DIAGONAL BRACING SHALL BE SPECIFIED BY THE TRUSS MANUFACTURER IN ORDINANCE WITH TRUSS
<br />IN LAYERS NOT TO EXCEED 8 INCHES THICK, PROPERLY MOISTENED TO APPROXIMATE OPTIMUM REQUIREMENTS PLATE INSTITUTE RECOMMENDATIONS. SHOP DRAWINGS MAY CONTAIN THE MANUFACTURERS ENGINEERING
<br />AND THOROUGHLY ROLLED OR COMPACTED WITH APPROVED EQUIPMENT IN SUCH A MANNER AND EXTENT AS RESPONSIBILITY LIMITATIONS. HOWEVER, THEY SHALL MAKE NO STATEMENT AS TO THE ENGINEER OF RECORD
<br />TO PRODUCE A RELATIVE COMPACTION OF 90% OF MAXIMUM POSSIBLE DENSITY AS DETERMINED BY ASTM RESPONSIBILITIES.
<br />D1557. HAND TAMPERS SHALL WEIGH AT LEAST 50 POUNDS EACH AND SHALL HAVE A FACE AREA NOT IN
<br />SHEARWALL SCHEDULE (CDX)
<br />MARK
<br />SHEATHING
<br />EDGE NAILING
<br />FIELD NAILING
<br />SILL PLATE & CONN.
<br />0 FND
<br />BOTTOM/TOP PLATE
<br />CONN.
<br />" CDX ONE
<br />Sd ®6" 0/C
<br />8d ®12" 0/C
<br />C
<br />LTx
<br />FACE
<br />W/ 2xBSILL PLATE
<br />BOTTOM P/LATE/
<br />" CDX ONE
<br />8d ®4" 0/C
<br />8d ®12" 0/C
<br />LT O/C
<br />FACE
<br />W/ 2xBSILL PLATE ATEC
<br />x BOTTOM
<br />"FCDX ONE
<br />10d 0 4" O/C
<br />10d 0 12" O/C
<br />%- 0 A.B. 0 0- O/C
<br />LTPx 12"
<br />ACE
<br />PLATE/
<br />ES
<br />ANCHOR ROD
<br />PER HOLDOWN
<br />SCHEDULE
<br />a a,a
<br />e
<br />FOR "FT'G" ITOLDOWNS
<br />ONLY
<br />FT'C HOLDOWN
<br />CONN
<br />r ,
<br />24" x 24" x 12" DEEP CONCRETE
<br />I I
<br />FOOTING w/ (3) #4 BARS EACH WAY
<br />242412
<br />TOP & BOTTOM
<br />90" x 36" x 16" DEEP CONCRETE
<br />I I
<br />I I
<br />FOOTING w/ #4 BARS 0 6" o.c. EACH
<br />WAY TOP & BOTTOM
<br />903616
<br />HOLDOWN
<br />FOOTING
<br />EXCESS OF 64 SQUARE INCHES. HAND TAMPERS MAY BE OPERATED EITHER MANUALLY OR MECHANICALLY SCHEDULE
<br />AND SHALL BE USED WHERE LARGER POWER DRIVEN COMPACTION EQUIPMENT CANNOT BE USED. FILL OVER 3. THE TRUSSES ARE TO BE ERECTED AND INSTALLED IN ACCORDANCE NTH THE PLANS, APPROVED SHEARWALL NOTES
<br />12" DEEP SHALL COMPLY WITH A GEOTECHNICAL REPORT. FABRICATOR DRAWINGS, AND INSTALLATION SUGGESTIONS. CONTRACTOR SHALL GIVE NOTIFICATION PRIOR TO 1, ALL STUDS, BLOCKING, TOP AND BOTTOM PLATES SHALL BE HEM -FIR NO. 2 UNLESS NOTED OTHERWISE ON
<br />EINFORCING STEEL
<br />ENCLOSING THE TRUSSES TO PROVIDE AN OPPORTUNITY FOR INSPECTION OF THE INSTALLATION.
<br />PLANS. ALL SHEATHING EDGES MUST BE BACKED WITH 2x OR WIDER FRAMING (SEE NOTE #3).
<br />ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 (fy = 60 KSI) FOR BAR SIZES NO. 5
<br />FRAMING LUMBER
<br />LARGER, GRADE 40 (fy - 40 KSI) FOR NO. 3 AND NO. 4 BARS.
<br />1. FRAMING LUMBER SHALL BE DOUGLAS FIR/LARCH NO.1 FOR POSTS, BEAMS, AND HEADERS; HEM -FIR NO.2
<br />2. SHEATHING MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. ALL SHEARWALL SHEATHING MUST
<br />FOR 2X AND 3X JOISTS, AND STUDS; AND HEM -FIR NO.2 FOR ALL TOP AND BOTTOM PLATES (GRADES ARE
<br />EXTEND TO THE OUTSIDE EDGE OF ALL HOLDOWN POSTS AND CORNERS, AND TO THE INSIDE EDGE OF
<br />ALL REINFORCING STEEL SHALL BE LAPPED AS NOTED ON THE PLANS. WHERE LAP OR SPLICE LOCATIONS
<br />TYPICAL UNLESS OTHERWISE NOTED ON PLANS). LUMBER TO BE GRADE MARKED PER WCUB SPECIFICATIONS.
<br />FRAMING AROUND OPENINGS.
<br />E NOT SPECIFICALLY INDICATED ON THE CONSTRUCTION DOCUMENTS, LAPS AND/OR SPUCES SHALL BE 42
<br />3. WHERE SHEATHING NAILING IS SHEARWALL SW-3 AND GREATER, ALL FRAMING MEMBERS RECEIVING EDGE
<br />R DIA AND BE WELL STAGGERED.
<br />2. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD, EXPOSURE 1 SHEATHING CONFORMING TO EITHER
<br />NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3-INCH NOMINAL MEMBER.
<br />COMMERCIAL STANDARDS DOC PS 1 OR PS 2. PROVIDE MINIMUM OF 3/8" EDGE DISTANCE ON ALL NAILS AND
<br />ADDITIONALLY, WHERE SHEARWALLS ARE SHEATHED ON BOTH FACES, ALL STUDS AND PLATES RECEIVING
<br />COMPLETE REINFORCING PLACEMENT DRAWINGS PREPARED IN ACCORDANCE WITH ACI 315 SHALL BE
<br />A 1/8" EXPANSION JOINT BETWEEN ALL PANEL EDGES. MINIMUM SHEATHING REQUIREMENTS ARE AS FOLLOWS:
<br />EDGE NAILING FROM BOTH FACES MUST BE A SINGLE 3-INCH NOMINAL MEMBER OR PANEL JOINTS MUST BE
<br />VIEWED BY THE ENGINEER AND AVAILABLE ON THE JOB SITE PRIOR TO THE PLACING OF CONCRETE.
<br />OFFSET. FOR SW 1-7 (2)2x MAY BE SUBSTITUTED FOR A SINGLE 3x MEMBER PROVIDED THE STUDS ARE
<br />ROOF SHEATHING TO BE 15/32" C-D INT-APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I. 24/16 (USE
<br />STITCH NAILED TOGETHER w/ 10d NAILS STAGGERED 0 6" o/c FROM EACH SIDE.
<br />WELDED WIRE FABRIC SHALL CONFORM TO ASTM A82 AND A185 AND SHALL BE 6x6 W2.1/W2.1 UNLESS
<br />5-PLY FOR PANELIZED ROOFS). NAIL NTH 8d NAILS AT 6" ON CENTER AT PANEL EDGES AND 12" ON
<br />HERWSE NOTED. LAP REINFORCEMENT 6" MINIMUM.
<br />CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE.
<br />4. SHEARWALL NAILING CRITERIA IS BASED ON TABLE 4.3A OF THE 2015 AMERICAN WOOD COUNCIL SDPWS
<br />BASED ON COX
<br />(SPECIAL FOR WIND &OD
<br />EA HO
<br />ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS SHALL BE SECURELY TIED IN PLACE BEFORE
<br />SUB FLOORING TO BE 3/4" T&G C-D INT-APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I. 48/24.
<br />DI COMMONS NAILS, UNLESS NOTED OTHARE BTHING
<br />STRUCTURALS1G w/ HEM-FIRSNO. 2 FRAMING ERWISE.
<br />NCRETE IS POURED. SLAB ON GRADE REINFORCEMENT SHALL BE PLACED AT MID -DEPTH OF SLAB AND
<br />GLUE AND NAIL WITH 10d NAILS AT 6" ON CENTER AT PANEL EDGES AND 12" ON CENTER AT
<br />STRUCTURAL 1 SHEATHING WITH EQUAL OR GREATER THICKNESS MAY BE SUBSTITUTED. 3(6 SHEATHING
<br />ALL BE HELD SECURELY IN PLACE WITH MECHANICAL DEVICES DURING PLACING OF THE CONCRETE.
<br />INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE.
<br />SHALL NOT BE SUBSTITUTED FOR 1%2 SHEATHING UNLESS APPROVED BY THE ENGINEER.
<br />REINFORCEMENT SHALL PLACED CONTINUOUS AROUND CORNERS AND INTERSECTIONS UNLESS SPECIFIED
<br />3. NAILING SHALL CONFORM TO TABLE 2304.10.1 OF THE INTERNATIONAL BUILDING CODE UNLESS NOTED
<br />5. HOLDOWNS AND OTHER CONNECTIONS MAY BE REQUIRED AT THE ENDS OF MANY SHEARWALLS. SIZES
<br />HERWISE.
<br />DNCRETE
<br />OTHERWISE. USE COMMON NAILS THROUGHOUT UNLESS NOTED OTHERWISE.
<br />AND LOCATIONS OF THESE CONNECTORS ARE INDICATED ON THE PLANS. REFER TO THE APPROPRIATE
<br />ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE REGULAR WEIGHT HARD ROCK TYPE (150 PCF)
<br />R
<br />4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY DETAILED OR APPROVED IN
<br />DETAILS AND/OR HOLDOWN SCHEDULE FOR ADDITIONAL INFORMATION REGARDING ANCHOR BOLTS, EMBEDMENT
<br />LENGTH, ETC. WHERE (2) 2x's ARE USED AS A HOLDOWN POST, SHEARWALL EDGE NAILING MUST BE
<br />GREGATES SHALL CONFORM TO ASTM C33 NTH PROVEN SHRINKAGE CHARACTERISTICS OF LESS THAN
<br />WRITING THE STRUCTURAL ENGINEER.
<br />STAGGERED INTO EACH MEMBER OF THE POST.
<br />)5%.
<br />5. USE DOUBLE JOISTS UNDER WALLS OR PARTITIONS PARALLEL TO JOISTS UNLESS SPECIFICALLY NOTED
<br />6. ANCHOR BOLTS MUST BE EMBEDDED A MINIMUM OF 7" INTO CONCRETE OR GROUTED CMG, AND SHALL BE
<br />CONCRETE COMPRESSIVE DESIGN STRENGTHS AT 28 DAYS (fc) SHALL BE:
<br />. .
<br />OTHERWISEUSE SOLID BLOCKING UNDER PARTITIONS PERPENDICULAR TO JOISTS
<br />PLACED TO PROVIDE A MINIMUM OF 2" COVER. PROVIDE 3" COVER FOR CONCRETE CAST AGAINST SOIL
<br />6. RIM JOIST ARE A" LSL OR 2x SOLID SAWN LUMBER AS MINIMUM.
<br />ANCHOR BOLTS SHALL BE SECURED TO THE SILL PLATE WITH 3x3xO.229" WASHERS.
<br />CONCRETE EXPOSURE &COMPRESSIVE DESIGN STRENGTHS
<br />EXPOSURE
<br />MINf'c
<br />7. MAXIMUM MOISTURE CONTENT SHALL NOT EXCEED 16% FOR ALL STRUCTURAL MEMBERS.
<br />7. ALL MACHINE BOLTS SHALL BE ASTM A307 OR BETTER. HIL71 KWIK BOLTS/SIMPSON TITEN HD BOLTS OF
<br />DESIGNATION
<br />CONDITIONS
<br />.
<br />THE SAME DIAMETER AS SHOWN IN THE SHEARWALL SCHEDULE MAY BE SUBSTITUTED FOR ANCHOR BOLTS
<br />CLASS
<br />(psi)
<br />B. PROVIDE 2X2 WASHERS UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.
<br />INTO EXISTING CONCRETE. BOLTS SHALL BE EMBEDDED A MINIMUM OF 33'4" INTO EXISTING CONCRETE.
<br />HEATED: SLABS, BEAMS,
<br />INTERIOR CONC. &
<br />9. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS 1/16" UNLESS OTHERWISE NOTED. LAG BOLT
<br />8. ALL NAILS AND CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD (EXCEPT FOR BORATE TREATED
<br />GIRDERS, COLUMNS, PIERS, AND
<br />FOOTINGS
<br />FO
<br />2500
<br />PILOT HOLES SHALL BE PRE -DRILLED TO 60% OF THE NOMINAL DIAMETER OF THE LAG BOLT UNLESS
<br />WOOD) MUST BE HOT DIPPED GALVANIZED OR STAINLESS STEEL TO RESIST CORROSION. ALL NAILS SHALL BE
<br />BURRIED FOOTINGS
<br />OTHERWISE NOTED.
<br />COMMON OR GALVANIZED BOX PER ASTM F 1667.
<br />FOUNDATION WALLS, UN -HEATED:
<br />10. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION NTH 5/8" MINIMUM DIAMETER BOLTS SPACED
<br />9. NAILS MUST BE STAGGERED WHEN SPACED AT 2" O/C.
<br />SLABS, BEAMS, GIRDERS,
<br />UNSATURATED
<br />F1
<br />3500
<br />AT 48" O.C. MAXIMUM SPACING (EMBED 7" MINIMUM INTO CONCRETE OR MASONRY). SEE PLANS AND DETAILS
<br />COLUMNS, PIERS, PILE CAPS,
<br />EXTERIOR CONC.
<br />FOR SPECIFIC REQUIREMENTS WHERE OCCUR.
<br />SHEAR WALLS
<br />FOR DOUBLE SIDED
<br />11. ALL FRAMING LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE TREATED. (SEE
<br />HOLDOWN POST. SEE
<br />SHEARWALLS, THE SHEATHING
<br />ALL CONCRETE NTH A DESIGNATED COMPRESSIVE STRENGTH EXCEEDING 2500 PSI SHALL REQUIRE SPECIAL
<br />NOTE 1 FOR MINIMUM GRADE INFORMATION). ALL FOUNDATION BOLTS AND CONNECTORS MUST BE HEAVY
<br />HOLDOWN SCHEDULE OR
<br />LENGTH OF ON EACH FACE MUST EXTEND
<br />;PECTION BY AN INSPECTOR APPROVED BY THE BUILDING DEPARTMENT AND THE ENGINEER. EXCEPTION:
<br />GALVANIZED, OR Z-MAX COATING TO PROTECT FROM OXIDATION.
<br />PLAN FOR MINIMUM
<br />SHEARWALL
<br />CONTINUOUS BETWEEN
<br />INSPECTION IS REQUIRED WHERE CONCRETE EXCEEDING 2500 PSI IS DESIGNATED FOR WEATHERING
<br />REQUIREMENTS
<br />HOEDOWN POSTS AS SHOWN.
<br />RPOSES ONLY.
<br />12. FIELD -CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE PRESERVATIVE TREATED WOOD SHALL BE
<br />RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. IRC 317.1.1
<br />CEMENT SHALL CONFORM TO ASTM C150, TYPE I, CSA NORMAL.
<br />13. 2X4 RAFTERS EXCEPT WHERE SPECIFICALLY DETAILED SHALL NOT SUPPORT SUSPENDED CEILINGS,
<br />OPENING PER PLA
<br />MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES IN FLATWORK.
<br />SPRINKLERS, DROP SOFFITS, OR ANY OTHER ELEMENTS.
<br />#
<br />LOCATION OF
<br />PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH ACI 301.
<br />14. WIRE STAPLES MAY BE SUBSTITUTED FOR DIAPHRAGM AND SHEARWALL NAILING WHEN APPROVED BY THE
<br />HOLDOWN TO BE STHDI4RJ
<br />STRUCTURAL ENGINEER.
<br />INSTALLED TYPE OF HOEDOWN TO BE
<br />CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A MINIMUM OF FIVE (5) DAYS AFTER
<br />INSTALLED
<br />ACEMENT. ALTERNATE METHODS WILL BE APPROVED IF SATISFACTORY PERFORMANCE CAN BE ASSURED.
<br />15. EXTERIOR STUD WALLS SHALL BE 2X6 0 16" O.C.. UNLESS NOTED OTHERWISE. INTERIOR STUD BEARING
<br />WALLS SHALL BE CONSTRUCTED USING 2X4 0 16" O.C. AT UPPER TWO FLOORS AND EITHER 2X6 ® 16" O.C.
<br />SHEARWALL DESIGNATION - SEE
<br />KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES. ALL CONSTRUCTION JOINTS SHALL BE
<br />OR 3X4 0 16" O.C. BELOW TOP TWO FLOORS. STUD NONBEARING WALLS SHALL BE CONSTRUCTED USING 2X4
<br />SHEARWALL SCHEDULE FOR FRAMING,
<br />OROUGHLY CLEANED AND ALL LAITANCE SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL BE
<br />®24" D.C.. UNLESS NOTED OTHERWISESEE NOTE 1 FOR LUMBER GRADES OF STUDS AND PLATES
<br />NAILING AND ANCHORAGE
<br />OROUGHLY WETTED AND SLUSHED WITH A COAT OF NEAT CEMENT IMMEDIATELY BEFORE PLACING NEW
<br />... . .
<br />REQUIREMENTS
<br />NCRETE.
<br />16. FRAMING ANCHORS FOR JOISTS, PURUNS AND POSTS SHALL BE SIMPSON, OR APPROVED EQUAL
<br />LATERAL MARKING LEGEND
<br />SUBMIT LOCATION OF POUR JOINTS PRIOR TO PLACEMENT. POUR JOINTS SHALL BE LOCATED TO MINIMIZE
<br />APPROVAL MUST BE OBTAINED IN WRITING PRIOR TO INSTALLATION. FILL ALL FASTENER HOLES WITH
<br />FECTS OF SHRINKAGE AS WELL AS PLACED AT POINTS OF LOW STRESS. MAXIMUM AREA OF POUR JOINTS
<br />FASTENER TYPES (NAILS, BOLTS, ETC.), SIZES, AND QUANTITIES AS SPECIFIED BY THE MANUFACTURER.
<br />400 SF.
<br />17. ALL HEADERS SHALL BE 4X8 DF#2 UNLESS OTHERWISE NOTED ON THE DRAWINGS
<br />18. OSB OF EQUAL OR GREATER THICKNESS MAY BE SUBSTITUTED FOR PLYWOOD USED IN SHEAR PANELS.
<br />LATERAL
<br />ONLY
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<br />MAY 11, 2023
<br />Drawn By. CHRIS L.
<br />Checked By. CHRIS
<br />Date: 05-11-2023
<br />SDA JOB NO.
<br />9617
<br />STRUCTURAL
<br />NOTES
<br />S-1.0
<br />
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