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Permit#: BW7 7-d06
<br />Site Address: 3101 RTH ST ` n
<br />BUILDING CODE
<br />2018 INTERNATIONAL BUILDING CODE
<br />MAIN FLOOR LOAD
<br />DEAD LOAD : 12 psf
<br />LIVE LOAD: 40 psf
<br />HABITABLE ATTIC LOAD
<br />DEAD LOAD : 10 psf
<br />LIVE LOAD: 30 psf
<br />UNHABITABLE ATTIC WITH STORAGE LOAD
<br />DEAD LOAD 10 psf
<br />LIVE LOAD: 20 psf
<br />UNHABITABLE ATTIC WITHOUT STORAGE LOAD
<br />DEAD LOAD: 10 psf
<br />LIVE LOAD: 10 psf
<br />ROOF RAFTER, LOAD
<br />DEAD LOAD: 15 psf
<br />FLAT ROOF SNOW LOAD: 25 psf
<br />SNOW EXPOSURE FACTOR (Ce): 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: B
<br />4. Kzt = 1.38
<br />5, INTERNAL PRESSURE COEFFICIENT: NA
<br />6. APPLICABLE WIND PRESSURE FOR
<br />COMPONENTS AND CLADDING: NA
<br />DORMER ROOF LOAD
<br />DEAD LOAD: 10 psf
<br />SNOW LOAD: 25 psf
<br />SESIMIC DESIGN DATA
<br />1. SEISMIC IMPORTANCE FACTOR: 1.0
<br />SEISMIC USE GROUP: 1
<br />2. SPECTRAL RESPONSE ACCELERATION (Ss): 118.2% G
<br />3. SITE CLASS: D (ASSUMED)
<br />4. SPECTRAL RESPONSE COEFFICIENTS (SDS): 94.6%G
<br />5. SEISMIC DESIGN CATEGORY: D
<br />6. BASIC SEISMIC -FORCE -RESISTING SYSTEM: SHEARWALLS
<br />7. DESIGN BASE SHEAR: SEE CALCULATIONS
<br />8. SEISMIC RESPONSE COEFFICIENT (Cs): 0.145
<br />9. RESPONSE MODIFICATION FACTOR (R): 6.5
<br />10. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE PROCEDURE
<br />SPECIAL INSPECTIONS
<br />SPECIAL INSPECTIONS SHALL BE CONDUCTED IN ACCORDANCE WITH THE 2015 IBC, CHAPTER 17.
<br />SPECIAL INSPECTION SHALL BE PROVIDED FOR:
<br />- SEISMIC FORCE RESISTING SYSTEMS REQUIRING INSPECTION (IBC 1705.11)
<br />- CON T. SPECIAL INSPECTION FOR POST INSTALLED ANCHORS
<br />FOUNDATIONS
<br />1. THE FOUNDATION DESIGN IS BASED ON THE RECOMMENDATION IN THE INTERNATIONAL
<br />BUILDING CODE TABLE 1804.2. FOUNDATION WORK SHALL BE PERFORMED IN ACCORDANCE WITH
<br />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 = .40
<br />EQUIV. FLUID PRESSURES:
<br />*ACTIVE PRESSURE = 35 PCF
<br />PASSIVE PRESSURE = 200 PCF
<br />3. ALL FOOTINGS SHALL BE FOUNDED AT LEAST 18 BELOW THE UNDISTURBED GROUND SURFACE
<br />OR TO FROST DEPTH, ALL FOOTINGS SHALL BE FOUNDED ON COMPACTED FILL OR UNDISTURBED
<br />NATURAL GRADE UNLESS OTHERWISE NOTED.
<br />4. COMPACTION: MATERIAL FOR FILLING AND BACKFILLING SHALL CONSIST OF THE EXCAVATED
<br />MATERIAL AND/OR IMPORTED BORROW AND SHALL BE FREE OF ORGANIC MATTER, TRASH,
<br />LUMBER, OR OTHER DEBRIS. ALL WALLS SHALL BE ADEQUATELY BRACED PRIOR TO BACKFILLING.
<br />FILL AND BACKFILL SHALL BE DEPOSITED IN LAYERS NOT TO EXCEED 8 INCHES THICK,
<br />PROPERLY MOISTENED TO APPROXIMATE OPTIMUM REQUIREMENTS AND THOROUGHLY ROLLED OR
<br />COMPACTED WITH APPROVED EQUIPMENT IN SUCH A MANNER AND EXTENT AS TO PRODUCE A
<br />RELATIVE COMPACTION OF 90% OF MAXIMUM POSSIBLE DENSITY AS DETERMINED BY ASTM D1557,
<br />HAND TAMPERS SHALL WEIGH AT LEAST 50 POUNDS EACH AND SHALL HAVE A FACE AREA NOT
<br />IN EXCESS OF 64 SQUARE INCHES. HAND TAMPERS MAY BE OPERATED EITHER MANUALLY OR
<br />MECHANICALLY AND SHALL BE USED WHERE LARGER POWER DRIVEN COMPACTION EQUIPMENT
<br />CANNOT BE USED. FILL OVER 12" DEEP SHALL COMPLY WITH A GEO I ECHNICAL REPORT.
<br />CONCRETE
<br />1. ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE REGULAR WEIGHT HARD ROCK TYPE (150
<br />PCF) AGGREGATES SHALL CONFORM TO ASTM C33 WITH PROVEN SHRINKAGE CHARACTERISTICS
<br />OF LESS THAN 0.05%.
<br />2. CONCRETE COMPRESSIVE DESIGN STRENGTHS AT 28 DAYS (f'c) SHALL BE:
<br />CONCRETE EXPOSURE & COMPRESSIVE DESIGN STRENGTHS
<br />DESIGNATION
<br />CONDITIONS
<br />EXPOSURE
<br />MIN. f'c (psi)
<br />CLASS
<br />HEATED: SLABS, BEAMS, GIRDERS,
<br />INTERIOR CONC. &
<br />COLUMNS, PIERS, AND BURRIED FOOTINGS
<br />FOOTINGS
<br />FO
<br />2500
<br />FOUNDATION WALLS, UN -HEATED: SLABS,
<br />FREEZING & THAWING
<br />BEAMS, GIRDERS, COLUMNS, PIERS, PILE
<br />CYCLES WITH LIMITED
<br />F1
<br />3500
<br />CAPS, SHEAR WALLS
<br />EXPOSURE TO WATER
<br />3. ALL CONCRETE WITH A DESIGNATED COMPRESSIVE STRENGTH EXCEEDING 2500 PSI SHALL
<br />REQUIRE SPECIAL INSPECTION BY AN INSPECTOR APPROVED BY THE BUILDING DEPARTMENT AND
<br />THE ENGINEER. EXCEPTION: NO INSPECTION IS REQUIRED WHERE CONCRETE EXCEEDING 2500 PSI
<br />IS DESIGNATED FOR WEATHERING PURPOSES ONLY.
<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 MINIMUM OF FIVE (5) DAYS
<br />AFTER PLACEMENT, ALTERNATE METHODS WILL BE APPROVED IF SATISFACTORY PERFORMANCE
<br />CAN BE ASSURED,
<br />8. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES. ALL CONSTRUCTION JOINTS
<br />SHALL BE THOROUGHLY CLEANED AND ALL LAITANCE SHALL BE REMOVED. ALL VERTICAL JOINTS
<br />SHALL BE THOROUGHLY WETTED AND SLUSHED WITH A COAT OF NEAT CEMENT IMMEDIATELY
<br />BEFORE PLACING NEW CONCRETE.
<br />9. SUBMIT LOCATION OF POUR JOINTS PRIOR TO PLACEMENT, POUR JOINTS SHALL BE LOCATED
<br />TO MINIMIZE EFFECTS OF SHRINKAGE AS WELL AS PLACED AT POINTS OF LOW STRESS, MAXIMUM
<br />AREA OF POUR JOINTS IS 400 SF.
<br />10. MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR FORMED WORK SHALL BE AS
<br />FOLLOWS:
<br />EXPOSED TO EARTH OR WEATHER (#5 OR SMALLER): 11/"
<br />EXPOSED TO EARTH OR WEATHER (#6 OR LARGER): 2"
<br />*NOTE: CONCRETE CAST AGAINST GROUND SHALL HAVE 3" MINIMUM COVERAGE
<br />11. PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN STRUCTURAL
<br />CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED,
<br />12. LEAN CONCRETE SHALL BE 2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE,
<br />13. CONCRETE MIXES SHALL BE PROVIDED IN ACCORDANCE WITH ACI 318.
<br />14. CONCRETE EXPOSED TO SULFATES, CONCRETE WITH LOW PERMEABILITY REQUIREMENTS, AND
<br />CONCRETE WITH CHLORIDE ION CONTENT REQUIRE ADDITIONAL MIX DESIGN CONSIDERATIONS. IN
<br />THE EVENT OF THESE REQUIREMENTS THE ENGINEER SHALL BE NOTIFIED BY THE CLIENT IN A
<br />WRITING AND DESIGN MIXES SHALL BE PROVIDED PER ACI 318.
<br />CEMENT CONTENT
<br />F'c (PSI)
<br />LBS/CUBIC YARD (MIN.)
<br />SACKS PER CUBIC YARD
<br />(MIN.)
<br />NOTES
<br />2500
<br />470
<br />5
<br />NOTE A
<br />3500
<br />564
<br />6
<br />-
<br />NOTE 1: MIXES SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. NO MORE
<br />THAN A 1" PLUS TOLERANCE SHALL BE ALLOWED.
<br />NOTE 2: AIR ENTRAINMENT IS REQUIRED FOR ALL CONCRETE EXPOSED TO WEATHER. FOR Y4"
<br />AGGREGATE AN ENTRAINMENT OF 6% IS REQ'D. FOR Y2" AGGREGATE AN AIR ENTRAINMENT OF
<br />7% IS REQ'D.
<br />NOTE 3: POZZOLANS ARE NOT PERMITTED IN THE MIX DESIGN UNLESS APPROVED BY THE
<br />ENGINEER.
<br />A) WHERE SPECIAL INSPECTION IS NOT REQUIRED UNDER SECTION 1704.4 OF THE I.B.C.,
<br />CONCRETE SHALL HAVE A MINIMUM CEMENT CONTENT OF 5 SACKS PER CUBIC YARD OF
<br />CONCRETE.
<br />B) FOR STRENGTHS ABOVE 4000 PSI, PROPORTIONS SHALL BE ESTABLISHED BY THE METHODS
<br />SPECIFIED ACI 318,
<br />C) DESIGN MIX (OTHER THAN AS SPECIFIED IN THIS TABLE) SHALL BE SUBMITTED TO THE
<br />BUILDING OFFICIAL TWO WEEKS PRIOR TO FIRST USE,
<br />REINFORCING STEEL
<br />1. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 (fy = 60 KSI) FOR BAR
<br />SIZES NO. 5 & LARGER, GRADE 40 (fy = 40 KSI) FOR NO. 3 AND NO. 4 BARS.
<br />2. ALL REINFORCING STEEL SHALL BE LAPPED AS NOTED ON THE PLANS. WHERE LAP OR SPLICE
<br />LOCATIONS ARE NOT SPECIFICALLY INDICATED ON THE CONSTRUCTION DOCUMENTS, LAPS AND/OR
<br />SPLICES SHALL BE 42 BAR DIA AND BE WELL STAGGERED.
<br />3. COMPLETE REINFORCING PLACEMENT DRAWINGS PREPARED IN ACCORDANCE WITH ACI 315
<br />SHALL BE REVIEWED BY THE ENGINEER AND AVAILABLE ON THE JOB SITE PRIOR TO THE
<br />PLACING OF CONCRETE.
<br />REINFORCING STEEL CONT.
<br />4. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A82 AND A185 AND SHALL BE 6x6
<br />W2.1/W2.1 UNLESS OTHERWISE NOTED. LAP REINFORCEMENT 6" MINIMUM.
<br />5. ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS SHALL BE SECURELY TIED IN PLACE
<br />BEFORE CONCRETE IS POURED. SLAB ON GRADE REINFORCEMENT SHALL BE PLACED AT
<br />MID -DEPTH OF SLAB AND SHALL BE HELD SECURELY IN PLACE WITH MECHANICAL DEVICES
<br />DURING PLACING OF THE CONCRETE,
<br />6. REINFORCEMENT SHALL PLACED CONTINUOUS AROUND CORNERS AND INTERSECTIONS UNLESS
<br />SPECIFIED OTHERWISE.
<br />FRAMING LUMBER
<br />1. FRAMING LUMBER SHALL BE DOUGLAS FIR/LARCH NO.1 FOR POSTS, BEAMS, AND HEADERS;
<br />HEM -FIR N0.2 FOR 2X AND 3X JOISTS, AND STUDS; AND HEM -FIR NO.2 FOR ALL TOP AND
<br />BOTTOM PLATES (GRADES ARE TYPICAL UNLESS OTHERWISE NOTED ON PLANS). LUMBER TO BE
<br />GRADE MARKED PER WCLIB ';SPECIFICATIONS.
<br />2. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD, EXPOSURE I SHEATHING
<br />CONFORMING TO EITHER COMMERCIAL STANDARDS DOC PS 1 OR PS 2. PROVIDE MINIMUM OF
<br />3/8" EDGE DISTANCE ON ALL NAILS AND A 1 /8" EXPANSION JOINT BETWEEN ALL PANEL EDGES.
<br />MINIMUM SHEATHING REQUIREMENTS ARE AS FOLLOWS:
<br />ROOF SHEATHING TO BE 15/32" C-D INT-APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I.
<br />24/16 (USE 5-PLY FOR PANELIZED ROOFS). NAIL WITH 8d NAILS AT 6" ON CENTER AT
<br />PANEL EDGES AND 12" ON CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED
<br />OTHERWISE.
<br />SUB FLOORING TO BE 3/4 T&G C-D INT-APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I.
<br />48/24. GLUE AND NAIL WITH 10d NAILS AT 6 ON CENTER AT PANEL EDGES AND 12" ON
<br />CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE.
<br />3. NAILING SHALL CONFORM TO TABLE 2304.10.1 OF THE INTERNATIONAL BUILDING CODE UNLESS
<br />NOTED OTHERWISE, USE COMMON NAILS THROUGHOUT UNLESS NOTED OTHERWISE.
<br />4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY DETAILED OR
<br />APPROVED IN WRITING BY THE STRUCTURAL ENGINEER.
<br />5. USE DOUBLE JOISTS UNDER WALLS OR PARTITIONS PARALLEL TO JOISTS UNLESS SPECIFICALLY
<br />NOTED OTHERWISE. USE SOLID BLOCKING UNDER PARTITIONS PERPENDICULAR TO JOISTS.
<br />6. RIM JOIST ARE 1%" LSL OR 2x SOLID SAWN LUMBER AS MINIMUM.
<br />7. MAXIMUM MOISTURE CONTENT SHALL NOT EXCEED 16% FOR ALL STRUCTURAL MEMBERS,
<br />8. PROVIDE 2X2 WASHERS UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING
<br />ON WOOD.
<br />9. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS 1/16" UNLESS OTHERWISE NOTED,
<br />LAG BOLT PILOT HOLES SHALL BE PRE -DRILLED TO 60% OF THE NOMINAL DIAMETER OF THE LAG
<br />BOLT UNLESS OTHERWISE NOTED.
<br />10. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH 5/8" MINIMUM DIAMETER
<br />BOLTS SPACED AT 48" O.C. MAXIMUM SPACING (EMBED 7 MINIMUM INTO CONCRETE OR
<br />MASONRY). SEE PLANS AND DETAILS FOR SPECIFIC REQUIREMENTS WHERE OCCUR.
<br />11. ALL FRAMING LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE
<br />TREATED. (SEE NOTE 1 FOR MINIMUM GRADE INFORMATION), ALL FOUNDATION BOLTS AND
<br />CONNECTORS MUST BE HEAVY GALVANIZEDED, OR Z-MAX COATING TO PROTECT FROM
<br />OXIDATION,
<br />12, FIELD -CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE PRESERVATIVELY TREATED
<br />WOOD SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. IRC R317.1.1.
<br />13. 2X4 RAFTERS EXCEPT WHERE SPECIFICALLY DETAILED SHALL NOT SUPPORT SUSPENDED
<br />CEILINGS, SPRINKLERS, DROP SOFFITS, OR ANY OTHER ELEMENTS.
<br />14. WIRE STAPLES MAY BE SUBSTITUTED FOR DIAPHRAGM AND SHEARWALL NAILING WHEN
<br />APPROVED BY THE STRUCTURAL ENGINEER.
<br />15. EXTERIOR STUD WALLS SHALL BE 2X6 @ 16" O.C.. UNLESS NOTED OTHERWISE. INTERIOR
<br />STUD BEARING WALLS SHALL BE CONSTRUCTED USING 2X4 @ 16" O.C. AT UPPER TWO FLOORS
<br />AND EITHER 2X6 @ 16" O.C. OR 3X4 @ 16" O.C. BELOW TOP TWO FLOORS. STUD NONBEARING
<br />WALLS SHALL BE CONSTRUCTED USING 2X4 @ 24" O.C.. UNLESS NOTED OTHERWISE. SEE NOTE
<br />1 FOR LUMBER GRADES OF STUDS AND PLATES.
<br />16. FRAMING ANCHORS FOR JOISTS, PURLINS AND POSTS SHALL BE SIMPSON, OR APPROVED
<br />EQUAL. APPROVAL MUST BE OBTAINED IN WRITING PRIOR TO INSTALLATION. FILL ALL FASTENER
<br />HOLES WITH FASTENER TYPES (NAILS, BOLTS, ETC.), _SIZES, AND QUANTITIES AS SPECIFIED BY
<br />THE MANUFACTURER.
<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
<br />SHEAR PANELS.
<br />19. CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGES TO THESE DETAILS AND NOTES.
<br />GLUED -LAMINATED TIMBER
<br />1. ADHESIVE SHALL BE FOR WET USE.
<br />2. LAMINATIONS SHALL BE OF DOUGLAS FIR/WESTER LARCH, COMBINATION 24F-V4 FOR
<br />SPAN BEAMS AND 24F-V8 FOR CONTINUOUS MULTIPLE SPAN AND CANTILEVERED BEAM`,
<br />FABRICATED IN ACCORDANCE WITH AITC A190.1 AND ASTM D 3737. Re\
<br />V
<br />3. FABRICATION SHALL BE BY A LICENSED FABRICATOR; SHOP DRAWINGS SHALL BE SUE A
<br />TO THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION. AITC CERTIFICATES OF INSPLu l lulN
<br />ARE REQUIRED FOR ALL MEMBERS.
<br />4. GLULAM BEAMS EXPOSED TO WEATHER SHALL BE WOLMANIZED OR PRESSURE TREATED.
<br />STRUCTURAL STEEL
<br />1. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO ASTM A36 AND SHALL BE
<br />FABRICATED AND ERECTED IN ACCORDANCE WITH THE AISC "SPECIFICATION FOR STRUCTURAL
<br />STEEL BUILDINGS", LATEST EDITION. SHOP DRAWINGS SHALL BE SUBMITTED FOR APPROVAL
<br />PRIOR TO FABRICATION.
<br />2. C-CHANNELS SHALL CONFORM TO ASTM A36 (Fy=36 ksi) UNLESS OTHERWISE NOTED ON
<br />PLANS.
<br />3. BOLTS SHALL CONFORM TO ASTM A307 UNLESS OTHERWISE NOTED. BOLTS INDICATED AS HIGH
<br />STRENGTH SHALL CONFORM TO ASTM A325.
<br />4. NO ATTEMPT HAS BEEN MADE TO DIFFERENTIATE BETWEEN SHOP AND FIELD WELDED
<br />CONNECTIONS. ALL WELDING IS TO COMPLY WITH AWS SPECIFICATIONS AND IS TO BE DONE BY
<br />THE WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) CERTIFIED WELDERS. ALL WELDING
<br />IS TO BE DONE BY ELECTRIC ARC PROCESS AND SHALL BE PERFORMED WITH APPROVED E70
<br />ELECTRODES AS REQUIRED BY THE BUILDING CODE.
<br />5. SPECIAL INSPECTION IS REQUIRED FOR ALL FIELD WELDS.
<br />6. ARCHITECTURAL PLANS ARE PART OF THE STRUCTURAL DESIGN DRAWINGS AND ARE TO BE
<br />USED TO DEFINE DETAIL CONFIGURATIONS INCLUDING, BUT NOT LIMITED TO, RELATIVE LOCATIONS
<br />AND ELEVATIONS OF ALL MEMBERS, ELEVATIONS LOCATION OF ALL OPENINGS, ETC. THE
<br />ARCHITECTURAL PLANS MUST BE USED IN THE DEVELOPMENT OF SHOP DRAWINGS,
<br />7, REFER TO ARCHITECTURAL DRAWINGS FOR MISCELLANEOUS STEEL SHOWN OR NOTED ON THE
<br />DRAWINGS AS TO LOCATION FOR WHICH THE EXTENT IS NOT CLEAR.
<br />8. UNLESS A LARGER SIZE OF FILLET WELD IS SPECIFIED ON THE PLANS, PROVIDE MINIMUM SIZE
<br />OF WELD PER AISC SPECIFICATION AND TABLE J2.4.
<br />9. ALL STRUCTURAL STEEL, HARDWARE, AND MISC. STEEL EXPOSED TO EARTH OR WEATHER
<br />SHALL BE HOT DIPPED GALVANIZED PER ASTM A123 UNLESS OTHERWISE NOTED, DAMAGED
<br />GALVANIZED COATINGS AND STEEL DESIGATED FOR ZINC PRIMING SHALL BE PROTECTED WITH A
<br />ZINC RICH PRIMER AND TOP COAT PER SSPC-PS SPECIFICATIONS. STEEL SHALL BE CLEANED
<br />PRIOR TO PRIMING. THE PRIMER SHALL BE CLASSIFIED AS INORGANIC WITH A 92-95% METALLIC
<br />ZINC IN DRY FILM. THE PRIMER SHALL BE APPLIED IN A CONTROLLED DRY ENVIRONMENT AND
<br />MAY CONSIST OF BRUSH OR SRAY COATING WITH A DRY FLIM THICKNESS BETWEEN 2.5-3.5
<br />MILS. AN OUTER PROTECTIVE PAINT LAYER SHALL BE APPLIED OVER THE PRIMER. THE PRIMER
<br />AND TOP COAT(S) SHALL BE FULLY CURED PRIOR TO ERRECTION. THE OUTER COATING SHALL BE
<br />INSPECTED UPON ERRECTION ON -SITE. ANY DAMAGE TO THE ZINC -RICH PAINT PRIMER SHALL BE
<br />SPOT COVERED ON -SITE.
<br />10. PROVIDE SHOP DRAWINGS FOR REVIEW AND APPROVAL PRIOR TO FABRICATION.
<br />11. IF THE STEEL FABRICATOR'S SHOP DRAWINGS DIFFER FROM THE DESIGN DRAWINGS APPROVED
<br />BY THE BUILDING OFFICIAL, REDESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF THE
<br />PROJECT STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO
<br />BUILDING OFFICIAL FOR APPROVAL.
<br />GENERAL
<br />1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CONTRACT DRAWINGS.
<br />2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE
<br />SAFETY OF THE BUILDING. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING AND
<br />GUYS IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. ANY
<br />DEVIATION MUST BE APPROVED PRIOR TO ERECTION.
<br />3. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. ANY DEVIATION MUST
<br />BE APPROVED BY OSHA PRIOR TO ERECTION.
<br />4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION PROCEDURES
<br />INCLUDING LAGGING, SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS
<br />AND UTILITIES IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES.
<br />5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES
<br />AND SHALL CHECK ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION
<br />OF THE ENGINEER AND BE RESOLVED BEFORE PROCEEDING WITH THE WORK.
<br />6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS
<br />ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR
<br />DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW BY THE ENGINEER.
<br />7. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN ADDITION TO ANY
<br />OTHER SPECIFIC DETAIL CALLED OUT,
<br />8. COORDINATE WITH MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR SIZE AND
<br />LOCATION OF ALL OPENINGS REQUIRED FOR DUCTS, PIPES, PIPE SLEEVES, ELECTRICAL CONDUITS,
<br />AND OTHER ITEMS TO BE EMBEDDED IN CONCRETE OR OTHERWISE INCORPORATED IN
<br />STRUCTURAL WORK.
<br />9. PROVIDE OPENINGS AND SUPPORTS, AS REQUIRED PER STANDARD DETAILS FOR HEATERS,
<br />MECHANICAL EQUIPMENT, VENTS, DUCTS, PIPING, ETC, ALL SUSPENDED MECHANICAL EQUIPMENT
<br />SHALL BE SWAY OR LATERALLY BRACED.
<br />10. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS
<br />THE BEST PRESENT KNOWLEDGE BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL
<br />CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL BE REPORTED TO THE ENGINEER SO
<br />THAT THE PROPER REVISIONS MAY BE MADE. MODIFICATION TO DETAILS OF CONSTRUCTION
<br />SHALL NOT BE MADE WITHOUT PRIOR WRITTEN APPROVAL OF THE ENGINEER.
<br />11. ARCHITECTURAL AND MECHANICAL PLANS ARE CONSIDERED A PART OF THE STRUCTURAL
<br />DESIGN DRAWINGS AND ARE TO BE USED TO DEFINE DETAIL CONFIGURATIONS INCLUDING; BUT
<br />NOT LIMITED TO RELATIVE LOCATION OF MEMBERS, ELEVATIONS, DIMENSIONS AND LOCATIONS OF
<br />ALL OPENINGS, ETC.
<br />FORES DILL LLC
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