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<br />STRUCTURAL NOTES
<br />1.1 ANY DISCREPANCY FOUND AMONG THE DRAWINGS, SPECIFICATIONS, THESE
<br />NOTES, AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT
<br />AND THE STRUCTURAL ENGINEER, WHO SHALL CORRECT SUCH DISCREPANCY IN
<br />WRITING. ANY WORK DONE BY THE CONTRACTOR AFTER DISCOVERY OF SUCH
<br />DISCREPANCY SHALL BE DONE AT THE CONTRACTORS RISK THE CONTRACTOR
<br />SHALL VERIFY AND COORDINATE THE DIMENSIONS AMONG ALL DRAWINGS PRIOR
<br />TO PROCEEDING WITH ANY WORK OR FABRICATION. THE CONTRACTOR IS
<br />RESPONSIBLE FOR ALL ERECTION BRACING, FORMWORK AND TEMPORARY
<br />CONSTRUCTION SHORING.
<br />1.2 BY THE ACT OF SUBMITTING A BID FOR THE PROPOSED CONTRACT, THE
<br />CONTRACTOR WARRANTS TRAT:
<br />12.1 THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE
<br />(INCLUDING AGENTS AND SUPPLIERS) HAVE CAREFULLY AND
<br />THOROUGHLY REVIEWED THE DRAWINGS AND STRUCTURAL NOTES
<br />AND HAVE FOUND THEM COMPLETE AND FREE FROM AMBIGUITIES
<br />AND SUFFICIENT FOR THE PURPOSE INTENDED.
<br />1.22 THE CONTRACTOR HAS CAREFULLY EXAMINED THE SITE OF THE
<br />WORK AND THAT FROM HIS OWN INVESTIGATIONS, HE HAS SATISFIED
<br />HIMSELF AS TO THE NATURE AND LOCATION OF THE WORK, AS TO THE
<br />CHARACTER QUALITY, AND QUANTITIES OF MATERIAL AND
<br />DIFFICULTIES TO BE ENCOUNTERED, AS TO THE EXTENT OF
<br />EQUIPMENT AND OTHER FACILITIES NEEDED FOR THE PERFORMANCE
<br />OF THE WORT( AND AS TO THE GENERAL AND LOCAL CONDITIONS, AND
<br />OTHER ITEMS WHICH MAY IN ANY AFFECT THE WORK OR ITS
<br />PERFORMANCE
<br />1.2.3 THE CONTRACTOR AND ALL WORKERS HE INTENDS TO USE ARE
<br />SKILLED AND EXPERIENCED IN THE TYPE OF CONSTRUCTION
<br />REPRESENTED BY THE DRAWINGS AND DOCUMENTS BID UPON.
<br />11.4 NEITHER THE CONTRACTOR NOR ANY OF HIS EMPLOYEES, AGENTS,
<br />INTENDED SUPPLIERS, OR SUBCONTRACTORS HAVE RELIED UPON
<br />ANY VERBAL REPRESENTATIONS ALLEGEDLY AUTHORIZED OR
<br />UNAUTHORIZED FROM THE OWNER OR HIS EMPLOYEES OR AGENTS,
<br />INCLUDING THE ARCHITECT OR ENGINEERS, IN ASSEMBLING THE BID
<br />FIGURES.
<br />1.2.5 THE REQUIREMENTS CONTAINED WITHIN THIS SECTION SUPERSEDE
<br />REQUIREMENTS AND/CR RECOMMENDATIONS CONTAINED IN THE AISC
<br />'CODE OF STANDARD PRACTICE FOR STEEL BUILDING AND BRIDGES',
<br />AS WELL AS CASE DOCUMENT 962-D A GUIDELINE ADDRESSING
<br />COORDINATION AND COMPLETENESS OF STRUCTURAL
<br />CONSTRUCTION DOCUMENTS'
<br />12.6 THE CONTRACTORAND ALL SUBCONTRACTORS HE INTENDS TO USE
<br />ARE AWARE OF AND ACKNOWLEDGE THAT CLOSE COORDINATION
<br />AMONG ARCHITECTURAL, STRUCTURAL, MECHANICAL, ELECTRICAL
<br />AND OTHER TRADE DRAWINGS IS REQUIRED.
<br />12.7 THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE
<br />SHALL RECOGNIZE THAT THE PROJECT CONTRACT DOCUMENTS
<br />INCLUDE THE ARCHITECTURAL, STRUCTURAL, MECHANICAL AND
<br />ELECTRICAL AND OTHER TRADE DRAWINGS AND SPECIFICATIONS.
<br />1.2.8 THE CONTRACTOR AND ALL SUBCONTRACTORS ACKNOWLEDGE THAT
<br />CLOSE COORDINATION BETWEEN DISCIPLINES INCLUDED WITHIN THE
<br />CONTRACT DOCUMENTS IS NECESSARY. ELEMENTS THAT WILL
<br />REQUIRE CLOSE COORDINATION BY THE CONTRACTOR INCLUDE (BUT
<br />ARE NOT LIMITED TO):
<br />A VERIFICATION OF ALL DIMENSIONS INDICATED ON THE
<br />MECHANICAL AND STRUCTURAL DRAWINGS
<br />B. DETERMINATION OF ALL ANCHOR LOCATIONS
<br />C. DETERMINATION OF TOP OF FOOTING ELEVATIONS.
<br />D. MECHANICAJELECTRICAL EQUIPMENT LOCATIONS AND WEIGHTS
<br />E LOCATION AND SITE OF ALL MECHANICAU ELECTRICAL
<br />PENETRATIONS THROUGH WALLS AND FLOORS/ ROOFS
<br />1.2.10 THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE
<br />SWILL MAKE CONSIDERATION FOR, AND INCLUDE MONIES FOR THE
<br />ABOVE IN THE PREPARATION OF THEIR BIDS.
<br />1.2.11 THE CONTRACTOR SHALL NOT SCALE THE MECHANICAL AND
<br />STRUCTURAL DRAWINGS FOR LOCATIONS OF ELEMENTS NOTED
<br />ABOVE.
<br />1.2.12 ELECTRONIC COPIES OF THE STRUCTURAL DRAWINGS (PDFS, CAD
<br />DRAWINGS OR BIM MODELS) MAY BE PROVIDED TO THE CONTRACTOR
<br />FOR THEIR USE THESE FILES MAY BE PROVIDED AT THE REQUEST OF
<br />THE CONTRACTOR FOR THEIR CONVENIENCE ONLY. THE
<br />CONTRACTOR AGREES THAT THESE FILES SHALL NOT SUPERCEDE
<br />INFORMATION SHOWN ON THE ORIGINAL BID/ CONSTRUCTION
<br />DOCUMENTS. THE CONTRACTOR AGREES TO HOLD THE STRUCTURAL
<br />ENGINEER HARMLESS FOR ANY ERRORS OR DISCREPANCIES
<br />CONTAINED WITHIN THESE ELECTRONIC FILES.
<br />1.2.13 THE BID FIGURE IS BASED SOLELY UPON THE CONSTRUCTION
<br />CONTRACT DOCUMENTS AND PROPERLY ISSUED WRITTEN OR VERBAL
<br />REPRESENTATIONS.
<br />1.3 EXISTING BUILDING CONDITIONS
<br />1.3.1 STRUCTURAL DESIGN IS BASED ON EXISTING FRAMING CONDITIONS
<br />OBSERVED AND FIELD MEASURED AND/OR DESCRIBED IN ORIGINAL
<br />CONSTRUCTION DRAWINGS. FIELD OBSERVATIONS DURING DESIGN
<br />ARE LIMITED TO AREAS OPEN TO VIEW AND ACCESSIBLE.
<br />1.3-2 GENERAL CONTRACTOR SHALL FIELD VERIFY ALL EXISTING FRAMING
<br />CONDITIONS FOR COMPLIANCE WITH THE INFORMATION SHOWN ON
<br />THE STRUCTURAL DRAWINGS PRIOR TO DEMOLITION AND
<br />CONSTRUCTION. AS43UILT DEVIATIONS FROM THE INFORMATION
<br />SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE BROUGHT TO THE
<br />ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER
<br />PRIOR TO EXECUTION OF WORK IN THE AREAS AFFECTED BY THE
<br />DISCREPANCY,
<br />1.4 CODES
<br />1.4.1
<br />ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CON FORM TO
<br />THE 2D12 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED AND
<br />ADOPTED BY THE LOCAL BUILDING AUTHORITY.
<br />1.42
<br />ALL REFERENCES TO OTHER CODES, STANDARDS AND
<br />SPECIFICATIONS, (ACI, ASTM, ETC.), SHALL BE FOR THE EDITION
<br />CURRENTLY REFERENCED BY IBC AS AMENDED AND ADOPTED BY THE
<br />LOCAL BUILDING AUTHORITY.
<br />1.5 DESIGN CRITERIA
<br />1.5.2
<br />UNIFORM LOADS:
<br />LOCATION LIVE LOAD DEAD LOAD
<br />ROOF 25 PSF (SNOW) ACTUAL 2.
<br />STRUCTURAL 125 PSF ACTUAL
<br />SLAB ON GRADE
<br />THIS IS NOT A GROUND SNOW LOAD
<br />1.5.6 WIND LOADS (PER IBC SECTION 16M AND ASCE 7 CHAPTERS 26 THRU
<br />30):
<br />ULTIMATE DESIGN WIND SPEED (VL�: 110 MPH
<br />RISK CATEGORY: I
<br />WIND EXPOSURE B
<br />ENCLOSED STRUCTURE
<br />TOPOGRAPHIC FACTOR(K4) 1.0
<br />COMPONENTS AND CLADDING: ULTIMATE DESIGN WIND PRESSURES
<br />TO BE USED FOR THE DESIGN OF EXTERIOR COMPONENT AND
<br />CLADDING MATERIALS IS AS FOLLOWS:
<br />ZONE:1-16.0/-21.8 PSF(10 SO FT)
<br />ZONE:2 +1&0/S6.5 PSF(10 SO FT)
<br />ZONE:3 +16.0/S5.0 PSF (10$0 FT)
<br />ZONEA +19.9/-21.6 PSF(10 SQ FT)
<br />ZONE:5 +19.91.28.6 PSF(10 SO Fr)
<br />1.5.7 SEISMIC LOADS (PER IBC SECTION 1613 AND ASCE 7 CHAPTERS 1 i
<br />THRU 13):
<br />RISK CATEGORY: I
<br />SEISMIC IMPORTANCE FACTOR (6): 1.0
<br />Sr: 1.441
<br />S,: 0.553
<br />SITE CLASS: D
<br />so,,: 0.961
<br />Set: 0,553
<br />SEISMIC DESIGN CATEGORY: D
<br />DESIGN BASE SHEAR 0.154WP
<br />ANALYSIS PROCEDURE USED: ASIDE 13.3.1
<br />NONSTRUCTURAL
<br />COMPONENTS
<br />1.6 STATEMENT OF SPECIAL INSPECTIONS
<br />SEE STATEMENT OF SPECIAL INSPECTION AND TESTING SHEET S02
<br />1.7 SHOP DRAWINGS
<br />1.7.1 SUBMIT SHOP DRAWINGS TO THE ARCHITECT/ENGINEER FOR THE
<br />FOLLOWING:
<br />A CONCRETE MIX DESIGN SUBMITTALS
<br />B. REINFORCING STEEL
<br />C. STRUCTURAL AND MISCELLANEOUS STEEL INCLUDING WELD
<br />INSERTS AND ANCHORS
<br />1.7.3 SHOP DRAWING REVIEW NOTES
<br />A ENGINEER OF RECORD SHALL REVIEW SHOP DRAWINGS FOR
<br />GENERAL CONFORMANCE WITH THE PROJECT CONSTRUCTION
<br />DOCUMENTS (PLANS AND SPECIFICATIONS).
<br />B. ENGINEER OF RECORD REVIEW OF SHOP DRAWINGS SHALL NOT
<br />RELIEVE THE GENERAL CONTRACTOR OF THEIR RESPONSIBILITY
<br />FOR REVIEW OF THE SHOP DRAWINGS FOR COMPLIANCE WITH
<br />THE PROJECT REQUIREMENTS.
<br />C. APPROVAL OF THE SHOP DRAWINGS BY THE ENGINEER OF
<br />RECORD SHALL NOT BE CONSIDERED AS A GUARANTEE BY THE
<br />ENGINEER THAT THE SHOP DRAWINGS COMPLY WITH ALL
<br />PROJECT REQUIREMENTS.
<br />D. CONCURRENT SHOP DRAWING RENEW SHALL ONLY BE
<br />PERMITTED IF APPROVED BY THE ARCHITECTIENGINEER OF
<br />RECORD PRIOR TO THE START OF SHOP DRAWING REVIEW.
<br />9
<br />1.8 MISCELLANEOUS
<br />1.8.1 VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD.
<br />1.8.2 VERIFY SIZE AND LOCATION OF ALL OPENINGS IN THE FLOORS, ROOF
<br />AND WALLS WITH MECHANICAL AND ELECTRICAL DRAWINGS.
<br />1.8.3 CONSTRUCTION DETAILS NOT SPECIFICALLY SHOWN ON THE
<br />DRAWINGS SHALL FOLLOW SIMILAR DETAILS OF SECTIONS OF THIS
<br />PROJECT AS APPROVED BY THE ENGINEER
<br />1.8.4 SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR DIMENSIONS AND
<br />LOCATIONS OF OPENINGS NOT DIMENSIONED OR SHOWN ON
<br />STRUCTURAL. PLANS.
<br />1.8.5 SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR LOCATIONS AND
<br />WEIGHTS OF ALL MECHANICAL AND ELECTRICAL EQUIPMENT
<br />INCLUDING HOUSEKEEPING PADS.
<br />SITE PREPARATIONISOIL REMEOLLAT10N
<br />2.1 SOIL DATA
<br />ALLOWABLE SOIL PRESSURE 2500 PSF PER ORIGINAL BUILDING DRAWINGS.
<br />ALLOW 33-1/3% INCREASE FOR LOADS FROM WIND OR SEISMIC ORIGIN.
<br />2.2 EXCAVATION
<br />EXCAVATE TO DEPTH SHOWN AND TO FIRM UNDISTURBED MATERIAL.
<br />OVER -EXCAVATIONS SHALL BE BACKFILLED WITH LEAN CONCRETE (f,=5 &1200
<br />PSI) OR STRUCTURAL FILL AT THE CONTRACTORS EXPENSE. EXERCISE
<br />EXTREME CARE DURING EXCAVATION TO AVOID DAMAGE TO BURIED LINES,
<br />TANKS, AND OTHER CONCEALED ITEMS. UPON DISCOVERY, DO NOT PROCEED
<br />WITH WORK UNTIL RECEIVING WRITTEN INSTRUCTIONS FROM THE ENGINEER A
<br />COMPETENT REPRESENTATIVE OF THE OWNER SHALL INSPECT ALL FOOTING
<br />EXCAVATIONS FOR SUITABILITY OF BEARING SURFACES PRIOR TO PLACEMENT
<br />OF REINFORCING STEEL. PRONOE DRAINAGE AS NECESSARY TO AVOID
<br />WATER -SOFTENED SUBGRADE.
<br />2.3 FILL AND COMPACTION
<br />STRUCTURAL FILL OTHER THAN PEA GRAVEL SHALL BE GRANULAR PLACED IN
<br />&INCH LIFTS AND COMPACTED TO AT LEAST 95%OF ITS MAXIMUM DRY DENSITY
<br />AS DETERMINED BY ASTM D-1557 (MOD PROCTOR). PEA GRAVEL FILL SHALL.
<br />HAVE A MAXIMUM PARTICLE SIZE OF 3V DIAMETER.
<br />STRUCTURAL CONCRETE
<br />3.1 GENERAL
<br />ALL CONCRETE SHALL BE HARD ROCK CONCRETE MEETING THE REQUIREMENTS
<br />OF ACI-301,'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS.'
<br />PROPORTIONING OF INGREDIENTS FOR EACH CONCRETE MIX SHALL BE BY
<br />METHOD 2 OR THE ALTERNATE PROCEDURE GIVEN IN ACI-301. PLACE
<br />CONCRETE PER ACF304 AND CONFORM TO ACISO4 (306) FOR WINTER
<br />CONCRETING AND ACI-605(305) FOR HOT WEATHER CONCRETING. USE
<br />INTERIOR MECHANICAL VIBRATORS WITH 7,000 RPM MINIMUM FREQUENCY. DO
<br />NOT OVER -VIBRATE. CONCRETE SHALL BE PLACED MONOLITHICALLY BETWEEN
<br />CONSTRUCTION OR CONTROL JOINTS. PROTECT ALL CONCRETE FROM
<br />PREMATURE DRYING, EXCESSIVE HOT OR COLD TEMPERATURE FOR SEVEN
<br />DAYS AFTER PLACING.
<br />3.2 STRENGTH
<br />TWENTY-EIGHT DAY COMPRESSIVE STRENGTHS SHALL BE AS FOLLOWS:
<br />FOOTINGS 4000 PSI
<br />CONCRETE SUPPLIER TO PROVIDE TEST RECORDS PER SECTION 5.3 OF ACI 318.
<br />3.3 MATERIALS
<br />3.3.1 CEMENT: ASTM C150, TYPE I OR TYPE 11. ENGINEERS APPROVAL IS
<br />NEEDED FOR USE OF TYPE III CEMENT.
<br />3.3.2 COARSE AND FINE AGGREGATE ASTM C33.
<br />3.3.3 WATER SHALL BE CLEAN AND POTABLE.
<br />3.3.4 FLYASH: ASTM C818 CLASS C (CLASS F SHALL BE ALLOWED IF
<br />PERMITTED BY THE STRUCTURAL ENGINEER)
<br />3.3.5 GROUND GRANULATED BLAST FURNACE SLAG (GGBFS): ASTM C989
<br />GRADE 100 OR 120. GGBFS SHALL NOT BE PERMITTED UNLESS
<br />RENEWED AND APPROVED BY THE STRUCTURAL ENGINEER MIX
<br />DESIGNS SUBMITTED INCLUDING GOOFS SHALL INCLUDE SHRINKAGE
<br />TEST RESULTS AT 28 DAYS.
<br />3.4 ADMIXTURES
<br />3.4.1 WATER REDUCING ADMIXTURE: ASTM C494. ADMIXTURES SHALL BE
<br />USED IN EXACT ACCORDANCE WITH MANUFACTURERS
<br />INSTRUCTIONS.
<br />3.4.2 WATER REDUCING ADMIXTURES SHALL BE USED AT ALL HEAVILY
<br />CONGESTED AREAS Q.E. CONCRETE BEAMS, COLUMNS AND WALLS
<br />WITH REINFORCING SPACING OF 4- OR LESS)
<br />3.4.3 CONCRETE USING ADMIXTURES TO PRODUCE FLOWABLE CONCRETE
<br />MAY BE USED SUBJECT TO ENGINEERS APPROVAL
<br />3.4.4 AR ENTRAINMENT: ASTM C260 AND ASTM C494 ENTRAIN 5%
<br />PLUSIMINUS 1.5% BY VOLUME IN ALL CONCRETE EXPOSED TO
<br />WEATHER.
<br />3.4.5 NO OTHER ADMIXTURES PERMITTED UNLESS APPROVED BY THE
<br />ENGINEER.
<br />3.10
<br />FORMWORK AND SHORING
<br />sties...
<br />corm.Mrnrvr,.
<br />3.10.1 FOLLOW RECOMMENDED PRACTICE FOR CONCRETE FORMWORK
<br />3.11
<br />(ACI-34T).�
<br />REINFORCING STEEL
<br />3.11.1 DETAIL, FABRICATE, AND PLACE PER ACI-315 AND ACI-318. SUPPORT
<br />T A C O M A S E A T T L E
<br />REINFORCEMENT WITH APPROVED CHAIRS, SPACERS, OR TIES.
<br />2215 North 3M Sheer, Sub 300, Tacana, WA 98403
<br />253.3832422 to
<br />3.11.2 DEFORMED BAR REINFORCEMENT: ASTM A815 GR 60
<br />12DO SbJh AvmA State 1620. Seaft, WA 98101
<br />2082872425 is
<br />3.11.8 EXCEPT AS NOTED SPECIFICALLY ON THE DRAWINGS, ALL CONCRETE
<br />REINFORCEMENT SHALL BE LAPSPUCED AS FOLLOWS:
<br />Protect Tine:
<br />X6 AND SMALLER 48 X BAR DIAMETER
<br />X7 AND LARGER 56 X BAR DIAMETER
<br />CASCADE COFFEE
<br />NO MORE THAN 50% HORIZONTAL ORVERTKAL BARS SHALL BE
<br />SPLICED ATONE LOCATION
<br />NEW EXTERIOR
<br />3.11.10 EXCEPT AS NOTED SPECIFICALLY ON THE DRAWINGS, PROVIDE
<br />EQUIPMENT
<br />CORNER BARS TO MATCH QUANTITY AND DIAMETER OF HORIZONTAL
<br />REINFORCEMENT AND LAP WITH HORIZONTAL REINFORCEMENT AS
<br />FOLLOWS:
<br />X6 AND SMALLER 48 X BAR DIAMETER
<br />#7ANDLARGER 56XWDLAME R
<br />CASCADE COFFEE, INC.
<br />THESE CORNER BARS SHALL BE PLACED AT ALL CORNERS AND
<br />INTERSECTIONS IN CONCRETE FOOTINGS AND WALLS.
<br />1525 75tt ST $W SUITE 100
<br />3.12
<br />CONCRETE COVER ON REINFORCING SHALL BE AS FOLLOWS (UNLESS SHOWN
<br />EVERETT, WA 982(13
<br />OTHERWISE):
<br />BOTTOM OF FOOTINGS 3-
<br />FORMED EARTH FACE AND SLAB ON GRADE 2'
<br />Job No
<br />3.14
<br />CONDUIT AND PIPING EMBEDDED IN CONCRETE
<br />2150149.20
<br />3.14.1 ELECTRICAL CONDUIT SHALL NOT BE PLACED WITHIN A SLAB ON
<br />GRADE, BUT PLACED BELOW THE SLAB IN THE SUB -BASE
<br />Issue Set a Date:
<br />3.15
<br />GROUT FOR SEARING PLATES
<br />PERMIT SET
<br />THE NON -SHRINK GROUT SHALL MEET ASTM Cl IN GRADE B OR EQUIVALENT
<br />(MASTERFLOW 928 BY BASF OR APPROVED EQUIVALENT). GROUT SHALL BE A
<br />PRE -PACKAGED HYDRAULIC CEMENT BASED MINERAL AGGREGATE GROUT,
<br />MAY 6, 2015
<br />MDED, PLACED AND CURED AS RECOMMENDED BY THE MANUFACTURER
<br />COMPRESSIVE STRENGTH SHALL EXCEED 6000 PSI AT 28 DAYS.
<br />5. METALS
<br />52
<br />STRUCTURAL STEEL GENERAL REQUIREMENTS
<br />it. Sq yD
<br />fi '4i a
<br />521 MISCELLANEOUS PLATES SHALL BE ASTM A36 FY=36 KSI.
<br />525 STEEL ANCHORAGE ELEMENTS
<br />4. e
<br />A EXPANSION ANCHORS IN CONCRETE SHALL BE STAINLESS STEEL
<br />ssMAL '
<br />WHEN INSTATED IN EXTERIOR ENVIRONMENTS, AND CARBON
<br />STEEL AT ALL OTHER LOCATIONS, UNLESS NOTED OTHERWISE
<br />EXPANSION ANCHORS SHALL BE EITHER HILTI KWIK BOLT TZ (ICC
<br />Iaysc a oocvuwrs
<br />ESR-1917), SIMPSON STRONG-BOLT2 (ICC ESR-3037), POWERS
<br />m
<br />POWERSTUD+SD2 ([CC ESR-2502), OR APPROVED EQUIVALENT
<br />WITH A CURRENT CODE REPORT THAT COMPLIES WITH THE
<br />CURRENT EDITION OF THE IBC RATED FOR USE IN CRACKED
<br />CONCRETE AND RATED TO RESIST WIND AND SEISMIC FORCES IN
<br />THE SEISMIC DESIGN CATEGORY NOTED IN SECTION 1.5.
<br />S. ADHESIVE ANCHORS IN CONCRETE SHALL BE THREADED ANCHOR
<br />RODS OR REPAR DOWELS USING AN INJECTABLE ADHESIVE
<br />EITHER HILTI HIT-HY 200 (ICC ESR3187), SIMPSON ATAP (IAPMO
<br />ER-263), OR APPROVED EQUIVALENT WITH A CURRENT CODE
<br />REPORT THAT COMPLIES WITH THE CURRENT EDITION OF THE IBC
<br />RATED FOR USE IN CRACKED CONCRETE AND RATED TO RESIST
<br />WIND AND SEISMIC FORCES IN THE SEISMIC DESIGN CATEGORY
<br />NOTED IN SECTION 1.5.
<br />527 METAL PROTECTION: ALL STEEL. EXPOSED TO WEATHER, MOISTURE,
<br />SOIL, OR AS NOTED SHALL BE GALVANIZED PER ASTM A-123 OR A153
<br />ASAPPLICABLE. ALL OTHER STEEL SURFACES SHALL BE SHOP
<br />PRIMED AFTER FABRICATION.
<br />REPAIR ALL DAMAGED AREAS OF GALVANIZED PARTS SUCH AS FIELD
<br />WELDS, ETC. APPLY REPAIR COATING THICKNESS GREATER THAN OR
<br />THICKNESS.
<br />EQUAL TO ORIGINAL ZINC COATING
<br />8
<br />0
<br />Revisions.
<br />Sneer Tine:
<br />GENERAL STRUCTURAL
<br />NOTES
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<br />AS DR SS
<br />Sham nIn
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<br />of sheets
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