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BUILDING CODE
<br />2015 INTERNATIONAL BUILDING CODE
<br />DECK LOAD
<br />DEAD LOAD : 10 psf
<br />LIVE LOAD: 60 psf
<br />SNOW LOAD: 25 PSF
<br />ROOF LOAD
<br />DEAD LOAD: 15 psf
<br />FLAT ROOF SNOW LOAD: 25 psf
<br />SNOW EXPOSURE FACTOR (Co): 1.1
<br />SNOW LOAD IMPORTANCE FACTOR (Is): 1.0
<br />THERMAL FACTOR (Ct): 1.1
<br />WIND DESIGN DATA
<br />1. BASIC WIND SPEED: 110 MPH
<br />2. WIND IMPORTANCE FACTOR (Iw): 1.0
<br />BUILDING CATEGORY: II
<br />3. WIND EXPOSURE: C
<br />4. Kzt = 2.0
<br />5. INTERNAL PRESSURE COEFFICIENT: NA
<br />6. APPLICABLE WIND PRESSURE FOR
<br />COMPONENTS AND CLADDING: NA
<br />SESIMIC DESIGN DATA
<br />1. SEISMIC IMPORTANCE FACTOR: 1.0
<br />SEISMIC USE GROUP: I
<br />2. SPECTRAL RESPONSE ACCELERATION (Ss): 135.1 % G
<br />3. SITE CLASS: D (ASSUMED)
<br />4. SPECTRAL RESPONSE COEFFICIENTS (SDS): 86.4%G
<br />5. SEISMIC DESIGN CATEGORY: D
<br />6. BASIC SEISMIC -FORCE -RESISTING SYSTEM: SHEARWALLS & EMB. POST
<br />7. DESIGN BASE SHEAR: SEE CALCULATIONS
<br />8. SEISMIC RESPONSE COEFFICIENT (Cs):
<br />SHEARWALLS=0.133, EMB. POST=0.576
<br />9. RESPONSE MODIFICATION FACTOR (R): 6.5
<br />10. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE PROCEDURE
<br />FRAMING LUMBER
<br />1. FRAMING LUMBER SHALL BE DOUGLAS FIR/LARCH NOA FOR POSTS, BEAMS,
<br />AND HEADERS; HEM -FIR NO.2 FOR 2X AND 3X JOISTS, AND STUDS; AND
<br />HEM -FIR NO.2 FOR ALL TOP AND BOTTOM PLATES (GRADES ARE TYPICAL
<br />UNLESS OTHERWISE NOTED ON PLANS). LUMBER TO BE GRADE MARKED PER
<br />WCLIB SPECIFICATIONS.
<br />2. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD, EXPOSURE 1
<br />SHEATHING CONFORMING TO EITHER COMMERCIAL STANDARDS DOC PS 1 OR
<br />PS 2. PROVIDE MINIMUM OF 3/8" EDGE DISTANCE ON ALL NAILS AND A 1/8"
<br />EXPANSION JOINT BETWEEN ALL PANEL EDGES. MINIMUM SHEATHING
<br />REQUIREMENTS ARE AS FOLLOWS:
<br />ROOF SHEATHING TO BE 15/32" C-D INT-APA RATED PLYWOOD WITH
<br />EXTERIOR GLUE, P.I. 24/16 (USE 5-PLY FOR PANELIZED ROOFS).
<br />NAIL WITH 8d NAILS AT 6" ON CENTER AT PANEL EDGES AND 12" ON
<br />CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE.
<br />SUB FLOORING TO BE 3/4" T&G C-D INT-APA RATED PLYWOOD WITH
<br />EXTERIOR GLUE, P.I. 48/24. GLUE AND NAIL WITH 10d NAILS AT 6"
<br />ON CENTER AT PANEL EDGES AND 12" ON CENTER AT INTERMEDIATE
<br />SUPPORTS UNLESS NOTED OTHERWISE.
<br />3. NAILING SHALL CONFORM TO TABLE 2304.9.1 OF THE INTERNATIONAL
<br />BUILDING CODE UNLESS NOTED OTHERWISE. USE COMMON NAILS THROUGHOUT
<br />UNLESS NOTED OTHERWISE.
<br />4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS
<br />SPECIFICALLY DETAILED OR APPROVED IN WRITING BY THE STRUCTURAL
<br />ENGINEER.
<br />5. USE DOUBLE JOISTS UNDER WALLS OR PARTITIONS PARALLEL TO JOISTS
<br />UNLESS SPECIFICALLY NOTED OTHERWISE. USE SOLID BLOCKING UNDER
<br />PARTITIONS PERPENDICULAR TO JOISTS.
<br />6. RIM JOIST ARE 14" LSL OR 2x SOLID SAWN LUMBER AS MINIMUM.
<br />7. MAXIMUM MOISTURE CONTENT SHALL NOT EXCEED 16% FOR ALL
<br />STRUCTURAL MEMBERS.
<br />8. PROVIDE 2X2 WASHERS UNDER HEADS AND NUTS OF ALL BOLTS AND LAG
<br />SCREWS BEARING ON WOOD.
<br />9. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS 1/16" UNLESS
<br />OTHERWISE NOTED. LAG BOLT PILOT HOLES SHALL BE PRE -DRILLED TO 60%
<br />OF THE NOMINAL DIAMETER OF THE LAG BOLT UNLESS OTHERWISE NOTED.
<br />10. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH 5/8"
<br />MINIMUM DIAMETER BOLTS SPACED AT 48" O.C. MAXIMUM SPACING (EMBED 7"
<br />MINIMUM INTO CONCRETE OR MASONRY). SEE PLANS AND DETAILS FOR
<br />SPECIFIC REQUIREMENTS WHERE OCCUR.
<br />11. ALL FRAMING LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL
<br />BE PRESSURE TREATED. (SEE NOTE 1 FOR MINIMUM GRADE INFORMATION).
<br />ALL FOUNDATION BOLTS AND CONNECTORS MUST BE HEAVY GALVANIZEDED,
<br />OR Z-MAX COATING TO PROTECT FROM OXIDATION.
<br />12. FIELD -CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE
<br />PRESERVATIVELY TREATED WOOD SHALL BE RETREATED IN THE FIELD IN
<br />ACCORDANCE WITH AWPA M4. IRC 320.3.1
<br />13. 2X4 RAFTERS EXCEPT WHERE SPECIFICALLY DETAILED SHALL NOT
<br />SUPPORT SUSPENDED CEILINGS, SPRINKLERS, DROP SOFFITS, OR ANY OTHER
<br />ELEMENTS.
<br />14. WIRE STAPLES MAY BE SUBSTITUTED FOR DIAPHRAGM AND SHEARWALL
<br />NAILING WHEN APPROVED BY THE STRUCTURAL ENGINEER.
<br />15. EXTERIOR STUD WALLS SHALL BE 2X6 @ 16" O.C.. UNLESS NOTED
<br />OTHERWISE. INTERIOR STUD BEARING WALLS SHALL BE CONSTRUCTED USING
<br />2X4 @ 16" O.C. AT UPPER TWO FLOORS AND EITHER 2X6 @ 16" O.C. OR
<br />3X4 @ 16" O.C. BELOW TOP TWO FLOORS. STUD NONBEARING WALLS SHALL
<br />BE CONSTRUCTED USING 2X4 @ 24" O.C.. UNLESS NOTED OTHERWISE. SEE
<br />NOTE 1 FOR LUMBER GRADES OF STUDS AND PLATES.
<br />16. FRAMING ANCHORS FOR JOISTS, PURLINS AND POSTS SHALL BE SIMPSON,
<br />OR APPROVED EQUAL. APPROVAL MU
<br />ST BE OBTAINED IN WRITING PRIOR TO
<br />INSTALLATION. FILL ALL FASTENER HOLES WITH FASTENER TYPES (NAILS,
<br />BOLTS, ETC.), SIZES, AND QUANTITIES AS SPECIFIED BY THE MANUFACTURER.
<br />17. ALL HEADERS SHALL BE 4X8 DF#2 UNLESS OTHERWISE NOTED ON THE
<br />DRAWINGS
<br />18. OSB OF EQUAL OR GREATER THICKNESS MAY BE SUBSTITUTED FOR
<br />PLYWOOD USED IN SHEAR PANELS.
<br />19. CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGES TO THESE
<br />DETAILS AND NOTES.
<br />SPECIAL INSPECTIONS
<br />SPECIAL INSPECTIONS SHALL BE CONDUCTED IN ACCORDANCE WITH THE 2015
<br />IBC, CHAPTER 17. SPECIAL INSPECTION SHALL BE PROVIDED FOR:
<br />- SEISMIC FORCE RESISTING SYSTEMS REQUIRING INSPECTION (IBC 1705.11)
<br />STRUCTURAL CONCRETE AND REINFORCEMENT STEEL
<br />- STRUCTURAL WOOD (1705.11.2)
<br />GRADING, EXCAVATING, AND FILLING (SOILS 1705.6)
<br />- OTHER INSPECTIONS AS REQUIRED BY THE DESIGN PROFESSIONAL OR
<br />BUILDING OFFICIAL (1705.1.1)
<br />- LATERAL RESTRAINT SYSTEM
<br />- ANCHOR BOLTS IN CONCRETE
<br />CONT. SPECIAL INSPECTION FOR POST INSTALLED ANCHORS
<br />ROOF TRUSS
<br />1. THE TRUSSES SHALL BE DESIGNED BY THE FABRICATOR TO FIT DIMENSIONS
<br />AND LOADS INDICATED ON THE PLANS AND IN THE STRUCTURAL NOTES. ALL
<br />DESIGNS SHALL BE IN ACCORDANCE WITH ALLOWABLE VALUES ASSIGNED BY
<br />THE BUILDING CODE. CONCENTRATED MECHANICAL ROOF LOADS SHALL BE
<br />INCLUDED IN THE DESIGN. VERIFY WEIGHTS AND LOCATIONS WITH THE
<br />ARCHITECT. SHOP DRAWINGS MUST BE RETAINED AT THE JOB SITE AND
<br />AVAILABLE TO THE BUILDING INSPECTOR FOR REFERENCE. THE TRUSS
<br />CALCULATION PACKAGE SHALL BE DESIGNED UNDER THE DIRECT SUPERVISION
<br />OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. THE
<br />TRUSS ENGINEER SHALL ASSUME ALL RESPONSIBILITY FOR THE WORK OF ALL
<br />SUBORDINATES INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT
<br />PLANS AND THE TRUSS DESIGN DRAWINGS.
<br />2. SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED TO THE
<br />ENGINEER FOR APPROVAL PRIOR TO FABRICATION. DRAWINGS AND
<br />CALCULATIONS SHALL BE STAMPED AND SIGNED BY A REGISTERED
<br />PROFESSIONAL ENGINEER. THE DRAWINGS SHALL SHOW ALL CRITICAL
<br />DIMENSIONS AS WELL AS THE LOADS THE TRUSSES ARE DESIGNED TO
<br />SUPPORT. BRIDGING BETWEEN TRUSSES, CONTINUOUS LATERAL BRACING, AND
<br />DIAGONAL BRACING SHALL BE SPECIFIED BY THE TRUSS MANUFACTURER IN
<br />ORDINACE WITH TRUSS PLATE INSTITUTE RECOMMENDATIONS. SHOP DRAWINGS
<br />MAY CONTAIN THE MANUFACTURERS ENGINEERING RESPONSIBILITY
<br />LIMITATIONS. HOWEVER, THEY SHALL MAKE NO STATEMENT AS TO THE
<br />ENGINEER OF RECORD RESPONSIBILITIES.
<br />3. THE TRUSSES ARE TO BE ERECTED AND INSTALLED IN ACCORDANCE WITH
<br />THE PLANS, APPROVED FABRICATOR DRAWINGS, AND INSTALLATION
<br />SUGGESTIONS. CONTRACTOR SHALL GIVE NOTIFICATION PRIOR TO ENCLOSING
<br />THE TRUSSES TO PROVIDE AN OPPORTUNITY FOR INSPECTION OF THE
<br />INSTALLATION.
<br />FOUNDATIONS
<br />1. THE FOUNDATION DESIGN IS BASED ON THE RECOMMENDATION IN THE
<br />INTERNATIONAL BUILDING CODE TABLE 1804.2. FOUNDATION WORK SHALL BE
<br />PERFORMED IN ACCORDANCE WITH CHAPTER 18 OF THIS CODE.
<br />2. THE FOUNDATION DESIGN IS BASED ON THE FOLLOWING VALUES:
<br />ALLOW. SOIL BEARING = 1500 PSF
<br />SOIL FRICTION = .25
<br />EQUIV. FLUID PRESSURES:
<br />*ACTIVE PRESSURE = 35 PCF
<br />PASSIVE PRESSURE= 150 PCF
<br />*(WALLS RESTRAINED AGAINST ROTATION SHALL BE DESIGNED FOR
<br />D PRESSURE OF 55 PCF AN EQUIV. FLUID ).
<br />3. ALL FOOTINGS SHALL BE FOUNDED AT LEAST 18" BELOW THE
<br />UNDISTURBED GROUND SURFACE OR TO FROST DEPTH. ALL FOOTINGS SHALL
<br />BE FOUNDED ON COMPACTED FILL OR UNDISTURBED NATURAL GRADE UNLESS
<br />OTHERWISE NOTED.
<br />4. COMPACTION: MATERIAL FOR FILLING AND BACKFILLING SHALL CONSIST
<br />OF THE EXCAVATED MATERIAL AND/OR IMPORTED BORROW AND SHALL BE
<br />FREE OF ORGANIC MATTER, TRASH, LUMBER, OR OTHER DEBRIS. ALL WALLS
<br />SHALL BE ADEQUATELY BRACED PRIOR TO BACKFILLING. FILL AND BACKFILL
<br />SHALL BE DEPOSITED IN LAYERS NOT TO EXCEED 8 INCHES THICK, PROPERLY
<br />MOISTENED TO APPROXIMATE OPTIMUM REQUIREMENTS AND THOROUGHLY
<br />ROLLED OR COMPACTED WITH APPROVED EQUIPMENT IN SUCH A MANNER AND
<br />EXTENT AS TO PRODUCE A RELATIVE COMPACTION OF 90% OF MAXIMUM
<br />POSSIBLE DENSITY AS DETERMINED BY ASTM D1557. HAND TAMPERS SHALL
<br />WEIGH AT LEAST 50 POUNDS EACH AND SHALL HAVE A FACE AREA NOT IN
<br />EXCESS OF 64 SQUARE INCHES. HAND TAMPERS MAY BE OPERATED EITHER
<br />MANUALLY OR MECHANICALLY AND SHALL BE USED WHERE LARGER POWER
<br />DRIVEN COMPACTION EQUIPMENT CANNOT BE USED. FILL OVER 12" DEEP
<br />SHALL COMPLY WITH A GEOTECHNICAL REPORT.
<br />SHEARWALL EDGE NAILING
<br />LTP4 PER SHEARWALL
<br />TO BOTTOM PLATE
<br />SCHEDULE
<br />PRESSURE TREATED SILL PLATE
<br />POST PER PLAN
<br />SHEARWALL EDGE
<br />ER SHEARWALL SCHEDULE. USE
<br />NAILING TO SILL PLATE
<br />2x6 W/ A.B. @ 48" O/C (MIN)
<br />PB POST BASE
<br />OR PER PLAN
<br />4"(2)
<br />#4 BARS @
<br />aII®Ii
<br />�I `4
<br />TOP OF WALL
<br />18" MIN-Ilhi�i
<br />.©
<br />#4 VERT @ 18" O/C (ALT HOOK
<br />99
<br />6 MIN ®
<br />10" b CONCRETE COLUMN
<br />42" MAX
<br />AS SHOWN)
<br />.
<br />®
<br />#4 HORIZ. @ 18" O/
<br />(4) #4 VERTS EQUALLY
<br />Ill�IF9II=
<br />SPACED w/ #3 TIES @ 12"
<br />5X
<br />�II II
<br />®/c, TYPICAL. HOOK
<br />II II®1
<br />® I
<br />VERTICAL BARS INTO
<br />4" 0 PERFORATED PLASTIC
<br />I
<br />(2)#4 CONTINUOUS
<br />18" MIN
<br />FOOTING AS SHOWN
<br />PIPE. CENTER IN ONE
<br />oyy,
<br />CUBIC FOOT OF FREE
<br />FOOTING AND
<br />DRAINING GRAVEL AND
<br />REINFORCEMENT PER
<br />DRAIN TO APPROVED
<br />PLAN
<br />OUTFALL.
<br />JOISTS PERPENDICULAR
<br />FOUNDATION TO
<br />PONY WALK
<br />ATYPICAL CONCRETE
<br />PLINTH
<br />l L-
<br />APPLICABLE FOR ALL SHEARWALLS
<br />SILL PLATE AND ANCHO LEDGER, JOISTS, �c
<br />BOLTS PER SHE HANGER PER PLAN
<br />SCHEDULE. (USE 2x6 P.T.
<br />SILL PLATE W/ %" 0 EX. HOUSE FRAMING
<br />J-BOLTS @ 48" 0/C MIN.)
<br />SHEARWALL EDGE NAILING
<br />TO SILL PLATE
<br />4
<br />18" MIN
<br />#4 HORIZ. @ 12" O/C
<br />#4 VERT @ 18" O/C
<br />4" 0 PERFORATED PLASTIC
<br />PIPE. CENTER IN ONE
<br />CUBIC FOOT OF FREE -
<br />DRAINING GRAVEL Al
<br />DRAIN TO APPROVED
<br />OU TFALL.
<br />BEAM PER PLAN
<br />A35 CLIP @ 16"
<br />o/c (MIN. 4)
<br />2x SILL PLATE
<br />SECURED TO
<br />STEM PER PLAN
<br />EX. RETAINING
<br />PER L-1
<br />PLAN
<br />(2) #4 HORZ. BARS
<br />-EX. CONC. WALL
<br />#4 DOWELS SECURED 8„
<br />TO EX. STEM WALL
<br />w/ SET-3G (4" MIN. 12
<br />EMB.)
<br />CONTINUOUS
<br />NEW FOUNDATION
<br />WALL PER PLAN
<br />NAIL STRAP TO
<br />STUDS PER
<br />MANUFACTURER'S
<br />SPECS.
<br />HDG OR SS
<br />MST60 STRAP
<br />- CENTER ON
<br />SILL PLATE
<br />BOLT STRAP TO
<br />CONCRETE w/ (3) Y2'
<br />0 x 4" L WEDGE ALL
<br />ANCHORS. PROVIDE
<br />3" EDGE DISTANCE
<br />TYPICAL.
<br />3" -.-M IN'
<br />e..
<br />•• EXISTING
<br />CONCRETE
<br />WALL
<br />.d
<br />5 H0LD0WN RETROFIT
<br />EMBED ALL HORIZONTAL REBAR 4
<br />4099
<br />499 .d .I I
<br />99 7 J1
<br />CONCRETE
<br />FILLED HOLE
<br />(1)#4 BAR EACH
<br />WAY THROUGH POST
<br />124" 0 I
<br />3 EMBEDDED POST CONNECTION
<br />POST PE OLD
<br />PLAN (2 -2x PLAN
<br />MIN)
<br />PRESSURE
<br />TREATED SILL
<br />PLATE PER
<br />SHEARWALL
<br />SCHEDULE.
<br />STEM WALL
<br />AND
<br />FOOTING
<br />PER PLAN.
<br />6 HOLDOWN DETAIL W/0 RIMJOIST
<br />INTO EXISTING FOUNDATION AS SHOWN 2x12 PT HF#2 LEDGER (MIN)
<br />AND EPDXY WITH SIMPSON 'SET'. w/ %" 0 TITEN HD BOLTS
<br />STAGGERED @ 12" o/c.
<br />EXISTING EMBED BOLTS 4" MINIMUM
<br />FOUNDATION r2„ 'd INTO CONCRETE WALL.
<br />(REBAR NOT i
<br />SHOWN FOR �3//'::e0'.=
<br />CLARITY) ________-
<br />WALL STEM �� �I 1®---4" TYP
<br />BEAM TO STEM CONN. NEW FNDN TO EXISTING FNDN
<br />���� "a BONE 4 REBAR
<br />JOIST & HANGERS PER PLAN
<br />IN SHT
<br />AR CONE
<br />CONCRETE WALL PER (12" MIN. REBAR
<br />PLAN 1/2" MIN. (LENGTH)
<br />9 LEDGER TO CONCRETE WALL FROM CORNER
<br />9
<br />CONNECTION 10
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<br />Date: 1 2- 1 6-1 9
<br />5DA JOB NO.
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<br />STRUCTURAL
<br />DETAILS
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<br />5707
<br />STRUCTURAL
<br />DETAILS
<br />-3.0
<br />REINFORCING STEEL
<br />9. SUBMIT LOCATION OF POUR JOINTS PRIOR TO PLACEMENT. POUR JOINTS
<br />GENERAL
<br />1. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 (fy =
<br />SHALL BE LOCATED TO MINIMIZE EFFECTS OF SHRINKAGE AS WELL AS
<br />1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CONTRACT
<br />60 KSI) FOR BAR SIZES NO. 5 & LARGER, GRADE 40 (fy = 40 KSI) FOR NO.
<br />PLACED AT POINTS OF LOW STRESS. MAXIMUM AREA OF POUR JOINTS IS 400
<br />DRAWINGS.
<br />3 AND NO. 4 BARS.
<br />SF.
<br />2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE
<br />2. ALL REINFORCING STEEL SHALL BE LAPPED AS NOTED ON THE PLANS.
<br />10. MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR FORMED WORK
<br />RESPONSIBLE FOR THE SAFETY OF THE BUILDING, THE CONTRACTOR SHALL
<br />WHERE LAP OR SPLICE LOCATIONS ARE NOT SPECIFICALLY INDICATED ON THE
<br />SHALL BE AS FOLLOWS:
<br />PROVIDE ADEQUATE SHORING, BRACING AND GUYS IN ACCORDANCE WITH ALL
<br />CONSTRUCTION DOCUMENTS, LAPS AND/OR SPLICES SHALL BE 42 BAR DIA
<br />EXPOSED TO EARTH OR WEATHER (#5 OR SMALLER): 19/2"
<br />NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. ANY DEVIATION MUST BE
<br />AND BE WELL STAGGERED.
<br />EXPOSED TO EARTH OR WEATHER (6 OR LARGER): 2"
<br />APPROVED PRIOR TO ERECTION.
<br />*NOTE: CONCRETE CAST AGAINST GROUND SHALL HAVE 3" MINIMUM
<br />3. COMPLETE REINFORCING PLACEMENT DRAWINGS PREPARED IN ACCORDANCE
<br />COVERAGE
<br />3. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. ANY
<br />WITH ACI 315 SHALL BE REVIEWED BY THE ENGINEER AND AVAILABLE ON THE
<br />DEVIATION MUST BE APPROVED BY OSHA PRIOR TO ERECTION.
<br />JOB SITE PRIOR TO THE PLACING OF CONCRETE.
<br />11. PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN
<br />STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED.
<br />4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION
<br />4. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A82 AND A185 AND
<br />PROCEDURES INCLUDING LAGGING, SHORING AND PROTECTION OF ADJACENT
<br />SHALL BE 6x6 W2.1/W2.1 UNLESS OTHERWISE NOTED. LAP REINFORCEMENT 6"
<br />12. LEAN CONCRETE SHALL BE 2 SACKS OF CEMENT PER CUBIC YARD OF
<br />PROPERTY, STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITH ALL
<br />MINIMUM.
<br />CONCRETE.
<br />NATIONAL, STATE AND LOCAL SAFETY ORDINANCES.
<br />5. ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS SHALL BE
<br />13. CONCRETE MIXES SHALL BE PROVIDED IN ACCORDANCE WITH ACI 318.
<br />5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK
<br />SECURELY TIED IN PLACE BEFORE CONCRETE IS POURED. SLAB ON GRADE
<br />OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. ALL DISCREPANCIES
<br />REINFORCEMENT SHALL BE PLACED AT MID -DEPTH OF SLAB AND SHALL BE
<br />14. CONCRETE EXPOSED TO SULFATES, CONCRETE WITH LOW PERMEABILITY
<br />SHALL BE CALLED TO THE ATTENTION OF THE ENGINEER AND BE RESOLVED
<br />HELD SECURELY IN PLACE WITH MECHANICAL DEVICES DURING PLACING OF
<br />REQUIREMENTS, AND CONCRETE WITH CHLORIDE ION CONTENT REQUIRE
<br />BEFORE PROCEEDING WITH THE WORK.
<br />THE CONCRETE.
<br />ADDITIONAL MIX DESIGN CONSIDERATIONS. IN THE EVENT OF THESE
<br />REQUIREMENTS THE ENGINEER SHALL BE NOTIFIED BY THE CLIENT IN A
<br />6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.
<br />6. REINFORCEMENT SHALL PLACED CONTINUOUS AROUND CORNERS AND
<br />WRITING AND DESIGN MIXES SHALL BE PROVIDED PER ACI 318.
<br />WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR
<br />ONSTRUCTION SHALL
<br />INTERSECTIONS UNLESS SPECIFIED OTHERWISE.
<br />CONCRETE
<br />1. ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE REGULAR WEIGHT
<br />HARD ROCK TYPE (150 PCF) AGGREGATES SHALL CONFORM TO ASTM
<br />C33 WITH PROVEN SHRINKAGE CHARACTERISTICS OF LESS THAN 0.05%.
<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 />CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF C
<br />BE USED SUBJECT TO REVIEW BY THE ENGINEER.
<br />7. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN
<br />ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED OUT.
<br />8. COORDINATE WITH MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS
<br />2. CONCRETE COMPRESSIVE DESIGN STRENGTHS AT 28 DAYS (f'c) SHALL FOR SIZE AND LOCATION OF ALL OPENINGS REQUIRED FOR DUCTS, PIPES,
<br />BE: NOTE 1: MIXES SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR PIPE SLEEVES, ELECTRICAL CONDUITS, AND OTHER ITEMS TO BE EMBEDDED IN
<br />CONCRETE OR OTHERWISE INCORPORATED IN STRUCTURAL WORK
<br />CONCRETE EXPOSURE & COMPRESSIVE DESIGN STRENGTHS
<br />EXPOSURE
<br />MIN. f'c
<br />DESIGNATION
<br />CONDITIONS
<br />CLASS
<br />(psi)
<br />HEATED: SLABS, BEAMS,
<br />INTERIOR GONG. &
<br />GIRDERS, COLUMNS, PIERS, AND
<br />FOOTINGS
<br />FD
<br />2500
<br />BURRED FOOTINGS
<br />FOUNDATION WALLS, UN -HEATED:
<br />SLABS, BEAMS, GIRDERS,
<br />UNSATURATED
<br />F1
<br />3500
<br />COLUMNS, PIERS, PILE CAPS,
<br />EXTERIOR GONG.
<br />SHEAR WALLS
<br />LESS. NO MORE THAN A 1" PLUS TOLERANCE SHALL BE ALLOWED.
<br />NOTE 2: AIR ENTRAINMENT IS REQUIRED FOR ALL CONCRETE EXPOSED TO 9. PROVIDE OPENINGS AND SUPPORTS, AS REQUIRED PER STANDARD DETAILS
<br />WEATHER. FOR 3/4" AGGREGATE AN ENTRAINMENT OF 6% IS REQ'D. FOR Y2" FOR HEATERS, MECHANICAL EQUIPMENT, VENTS, DUCTS, PIPING, ETC. ALL
<br />SUSPENDED MECHANICAL EQUIPMENT SHALL BE SWAY OR LATERALLY BRACED.
<br />AGGREGATE AN AIR ENTRAINMENT OF 7% IS REQ'D.
<br />10. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING
<br />NOTE 3: POZZOLANS ARE NOT PERMITTED IN THE MIX DESIGN UNLESS CONDITIONS IS GIVEN AS THE BEST PRESENT KNOWLEDGE BUT WITHOUT
<br />APPROVED BY THE ENGINEER. GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH THE
<br />DRAWINGS, THEY SHALL BE REPORTED TO THE ENGINEER SO THAT THE
<br />A) WHERE SPECIAL INSPECTION IS NOT REQUIRED UNDER SECTION 1704.4 OF PROPER REVISIONS MAY BE MADE. MODIFICATION TO DETAILS OF
<br />THE I.B.C., CONCRETE SHALL HAVE A MINIMUM CEMENT CONTENT OF 5 SACKS CONSTRUCTION SHALL NOT BE MADE WITHOUT PRIOR WRITTEN APPROVAL OF
<br />PER CUBIC YARD OF CONCRETE. THE ENGINEER.
<br />3. ALL CONCRETE WITH A DESIGNATED COMPRESSIVE STRENGTH
<br />EXCEEDING 2500 PSI SHALL REQUIRE SPECIAL INSPECTION BY AN B) FOR STRENGTHS ABOVE 4000 PSI, PROPORTIONS SHALL BE ESTABLISHED 11. ARCHITECTURAL AND MECHANICAL PLANS ARE CONSIDERED A PART OF
<br />INSPECTOR APPROVED BY THE BUILDING DEPARTMENT AND THE BY THE METHODS SPECIFIED ACI 318. THE STRUCTURAL DESIGN DRAWINGS AND ARE TO BE USED TO DEFINE DETAIL
<br />ENGINEER. EXCEPTION: NO INSPECTION IS REQUIRED WHERE CONCRETE CONFIGURATIONS INCLUDING; BUT NOT LIMITED TO RELATIVE LOCATION OF
<br />EXCEEDING 2500 PSI IS DESIGNATED FOR WEATHERING PURPOSES ONLY. C) DESIGN MIX (OTHER THAN AS SPECIFIED IN THIS TABLE) SHALL BE MEMBERS, ELEVATIONS, DIMENSIONS AND LOCATIONS OF ALL OPENINGS, ETC.
<br />SUBMITTED TO THE BUILDING OFFICIAL TWO WEEKS PRIOR TO FIRST USE.
<br />4. CEMENT SHALL CONFORM TO ASTM C150, TYPE I, CSA NORMAL.
<br />5. MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES IN FLATWORK.
<br />6. PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH ACI 301,
<br />7. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A
<br />MINIMUM OF FIVE (5) DAYS AFTER PLACEMENT. ALTERNATE METHODS
<br />WILL BE APPROVED IF SATISFACTORY PERFORMANCE CAN BE ASSURED.
<br />8. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES. ALL
<br />CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND ALL
<br />LAITANCE SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL BE
<br />THOROUGHLY WETTED AND SLUSHED WITH A COAT OF NEAT CEMENT
<br />IMMEDIATELY BEFORE PLACING NEW CONCRETE.
<br />9. SUBMIT LOCATION OF POUR JOINTS PRIOR TO PLACEMENT. POUR
<br />JOINTS SHALL BE LOCATED TO MINIMIZE EFFECTS OF SHRINKAGE AS
<br />WELL AS PLACED AT POINTS OF LOW STRESS. MAXIMUM AREA OF POUR
<br />JOINTS IS 400 SF.
<br />SHEARWALL SCHEDULE (CDX)
<br />MARK
<br />SHEATHING
<br />EDGE NAILING
<br />FIELD NAILING
<br />SILL PLATE &
<br />CONN. @ END
<br />BOTTOM/TOP PLATE
<br />CONN.
<br />3/s" CDX ONE
<br />8d @ 6" O/C
<br />8d @ 12" O/C
<br />s
<br />O/C W/ 2x 8v
<br />SILL
<br />LC
<br />x ® W/ BOT M
<br />FACE
<br />PLATE
<br />PLATE
<br />A%"
<br />CDX ONE
<br />8d @ 4" O/C
<br />8d @ 12" O/C
<br />V 0 A.B. @ 36"
<br />O/C W/ 2x SILL
<br />LTP4 @ 14" O/C
<br />W/ 2x BOTTOM
<br />FACE
<br />PLATE
<br />PLATE
<br />t�/32" CDX ONE
<br />10d @ 4" O/C
<br />10d @ 12 O/C
<br />V 0 A.B. @ 30"
<br />O/C W/ 3x SILL
<br />LTP4 @ 12" O/C
<br />W/ 2x BOTTOM
<br />FACE
<br />PLATE
<br />PLATE
<br />1%2" CDX ONE/s"
<br />10d @ 3" 0/C
<br />10d @ 12" O/C
<br />A.D. ®24"
<br />O/C W/ 3x SILL
<br />LTP4 @ 9" O/C W/
<br />FACE
<br />PLATE
<br />3x BOTTOM PLATE
<br />9HLANWALL INU I L:--)-
<br />1. ALL STUDS, BLOCKING, TOP AND BOTTOM PLATES SHALL BE HEM -FIR NO. 2 UNLESS NOTED
<br />OTHERWISE ON PLANS. ALL SHEATHING EDGES MUST BE BACKED WITH 2x OR WIDER FRAMING
<br />(SEE NOTE #3).
<br />2. SHEATHING MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. ALL SHEARWALL
<br />SHEATHING MUST EXTEND TO THE OUTISDE EDGE OF ALL HOLDOWN POSTS AND CORNERS, AND
<br />TO THE INSIDE EDGE OF FRAMING AROUND OPENINGS.
<br />3. WHERE SHEATHING NAILING IS SHEARWALL SW-2 AND GREATER, ALL FRAMING MEMBERS
<br />RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3-INCH
<br />NOMINAL MEMBER. ADDITIONALLY, WHERE SHEARWALLS ARE SHEATHED ON BOTH FACES, ALL
<br />STUDS •AND PLATES RECEIVING EDGE NAILING FROM BOTH FACES MUST BE .A SINGLE 3-INCH
<br />NOMINAL MEMBER OR PANEL JOINTS MUST BE OFFSET. (2)2x MAY BE SUBSTITUTED FOR A
<br />SINGLE 3x MEMBER PROVIDED THE STUDS ARE STITCH NAILED TOGETHER w/ 10d NAILS
<br />STAGGERED @ 6" o/c FROM EACH SIDE.
<br />4. SHEARWALL NAILING CRITERIA IS BASED ON TABLE 4.3A OF THE 2015 AMERICAN WOOD
<br />COUNCIL SDPWS (SPECIAL DESIGN PROVISIONS FOR WIND & SEISMIC). VALUES ARE BASED ON
<br />OSB SHEATHING w/ HEM -FIR NO. 2 FRAMING AND COMMON NAILS.
<br />5. HOLDOWNS AND OTHER CONNECTIONS MAY BE REQUIRED AT THE ENDS OF MANY SHEARWALLS.
<br />SIZES AND LOCATIONS OF THESE CONNECTORS ARE INDICATED ON THE PLANS. REFER TO THE
<br />APPROPRIATE DETAILS AND/OR HOLDOWN SCHEDULE FOR ADDITIONAL INFORMATION REGARDING
<br />ANCHOR BOLTS, EMBEDMENT LENGTH, ETC. WHERE (2) 2x's ARE USED AS A HOLDOWN POST,
<br />SHEARWALL EDGE NAILING MUST BE STAGGERED INTO EACH MEMBER OF THE POST.
<br />6. ANCHOR BOLTS MUST BE EMBEDDED A MINIMUM OF 7" INTO CONCRETE OR GROUTED CMU,
<br />AND SHALL BE PLACED TO PROVIDE A MINIMUM OF 2" COVER. PROVIDE 3" COVER FOR
<br />CONCRETE CAST AGAINST SOIL.
<br />7. ALL MACHINE BOLTS SHALL BE ASTM A307 OR BETTER. HILTI KWIK BOLTS/SIMPSON TITEN HD
<br />OLTS OF THE SAME DIAMETER AS SHOWN IN THE SHEARWALL SCHEDULE MAY BE SUBSTITUTED
<br />OR ANCHOR BOLTS INTO EXISTING CONCRETE. BOLTS SHALL BE EMBEDDED A MINIMUM OF 33/'
<br />NTO EXISTING CONCRETE.
<br />ALL NAILS AND CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD (EXCEPT FOR
<br />ORITE TREATED WOOD) MUST BE HOT DIPPED GALVANIZED OR STAINLESS STEEL TO RESIST
<br />CORROSION.
<br />9. WIRE STAPLES MAY BE SUBSTITUTED FOR NAILS IN SHEAR PANELS.
<br />0, NAILS MUST BE STAGGERED WHEN SPACED AT 2" O/C.
<br />FOR DOUBLE SIDED
<br />HOEDOWN POST. SEE LENGTH OF SHEARWALLS, THE SHEATHING
<br />ON EACH FACE MUST EXTEND
<br />HOLDOWN SCHEDULE OR SHEARWALL
<br />PLAN FOR MINIMUM CONTINUOUS BETWEEN
<br />REQUIREMENTS HOEDOWN POSTS AS SHOWN.
<br />LOCATION OF
<br />HOLDOWN TO BE
<br />INSTALLED
<br />LATERAL MARKING
<br />LEGEND
<br />TYPE OF HOLDOWN TO BE
<br />INSTALLED
<br />SHEARWALL DESIGNATION - SEE SHEARWALL SCHEDULE
<br />FOR FRAMING, NAILING AND ANCHORAGE REQUIREMENTS
<br />42 DIA.
<br />f
<br />�11 .
<br />- m�e®r�aaoa_ve e�-a
<br />° -4-2 Q,IA.-I-42 DIA. 2' 0'I A.
<br />2-0 2'-0" MIN.
<br />MIN.
<br />CORNER REINFORCING TYPICAL -
<br />HOLDOWN SCHEDULE
<br />*FOR HOLDOWNS INSTALLED IN NEW FOUNDATIONS
<br />THRU BOLTS
<br />EMBEDMENT/
<br />MINIMUM
<br />MODEL
<br />ANCHOR
<br />OR
<br />STRAP
<br />EDGE
<br />le
<br />de
<br />BOLT
<br />NAILS/SCREWS
<br />LENGTH
<br />DIST.
<br />STHD8
<br />-
<br />N/A
<br />(24) 10d COMMON
<br />8" EMBED
<br />1Y�'
<br />NA
<br />NA
<br />STHD10
<br />N/A
<br />(28) 16d COMMON
<br />10" EMBED
<br />1Y2'
<br />NA
<br />NA
<br />HDU4-SDS2.5
<br />SSTB16
<br />(10) SDSx2"
<br />12" EMBED
<br />13/4
<br />NA
<br />NA
<br />SCREWS
<br />HDU5-SDS2.5
<br />SSTB20
<br />(14SCREWS2
<br />20„ EMBED
<br />13/4
<br />NA
<br />NA
<br />HDU8-SDS2.5
<br />SSTB28
<br />(20) SDSY4x3
<br />SCREWS
<br />24%" EMBED
<br />13/4"
<br />NA
<br />NA
<br />CS14
<br />N/A -
<br />(IN )SINGLE OM
<br />34" EAR
<br />ER ®N
<br />NA
<br />NA
<br />STUDN
<br />SPAN
<br />RIMTJ01
<br />MST60
<br />N/A
<br />(46) 10d COMMON
<br />60
<br />CENTER ON
<br />NA
<br />NA
<br />IN DOUBLE STUD
<br />RIM JOIST
<br />MSTC78
<br />N/A
<br />(76) 10d COMMON
<br />773/4"
<br />CENTER ON
<br />NA
<br />NA
<br />IN DOUBLE STUD
<br />_ -
<br />RIM JOIST
<br />-
<br />HOLDOWN NOTES
<br />1. ALL -THREAD BOLTS SHALL CONFORM TO ASTM A307.
<br />2. MINIMUM CONCRETE COMPRESSIVE STRENGTH f'c = 2500 PSI. MINIMUM WALL THICKNESS IS
<br />8'9
<br />3. ALL HOLDOWNS REQUIRE A (2) 2x POST UNLESS NOTED OTHERWISE. HDU11 AND HHDQ14
<br />REQUIRE A 6x6 D F# 2 MINIMUM POST SIZE, U.N.O. WHERE HOLDOWNS ARE INSTALLED INTO
<br />THE WIDE FACE OF THE STUD, THE STUDS MUST BE STITCH NAILED TOGETHER W/ 16d
<br />SINKERS STAGGERED @ 4" 0/C.
<br />4. MINIMUM EDGE DISTANCE IS FOR FORMED CONCRETE EXPOSED TO WEATHER OR SOIL. FOR
<br />CONCRETE CAST AGAINST SOIL PROVIDE 3" CLEAR TO ANCHOR BOLT.
<br />5. NAILS/SCREWS TO HOLDOWN POST SHALL BE PER MANUFACTURER'S SPECIFICATIONS.
<br />6. WHEN FIELD CONDITION BECOME LESS THAN MINIMUM SHOWN, CONTACT ENGINEER PRIOR TO
<br />PROCEEDING.
<br />7. ALL HOLDOWN BOLTS MUST BE RE -TIGHTENED JUST PRIOR TO ENCLOSING SECOND SIDE OF
<br />WALL.
<br />DOUBLE STUD
<br />OR PER PLAN
<br />--STRAP PER PLAN -
<br />CENTER BETWEEN
<br />FLOORS.
<br />L CLEAR SPA
<br />NO NAILS
<br />REQUIRED
<br />, FLOOR TO FLOOR STRAP
<br />CORNER BAR
<br />SAME SIZE &
<br />SPACING AS
<br />HORIZ. WALL
<br />REINF.
<br />CJ TY;
<br />T
<br />REVIEVVED FOR PERMIT
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