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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 CONTRACTOR'S 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 />12 BY THE ACT OF SUBMITTING A BID FOR THE PROPOSED CONTRACT, THE
<br />CONTRACTOR WARRANTS THAT:
<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 />122 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 QUALM, 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 WORK AND AS TO THE GENERAL AND LOCAL CONDITIONS, AND
<br />OTHER ITEMS WHICH MAY IN ANY AFFECT THE WORK OR ITS
<br />PERFORMANCE.
<br />12.3 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 />12.4 NEITHER THE CONTRACTOR NOR ANY OF HIS EMPLOYEES, AGENTS,
<br />INTENDED SUPPLIERS, OR SUBCONTRACTORS HAVE REUED UPON
<br />ANY VERBAL REPRESENTATIONS ALLEGEDLY AUTHORIZED OR
<br />UNAUTHORIZED FROM THE OWNER OR HIS EMPLOYEES DR AGENTS,
<br />INCLUDING THE ARCHITECT OR ENGINEERS, IN ASSEMBLING THE BID
<br />FIGURES.
<br />12.5 THE REQUIREMENTS CONTAINED WITHIN THIS SECTION SUPERSEDE
<br />REQUIREMENTS AND/OR RECOMMENDATIONS CONTAINED IN THE ASC
<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 CONTRACTOR AND 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 REWIRED.
<br />12.7 THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE
<br />SHALL RECDGN12E THAT THE PROJECT CONTRACT DOCUMENTS
<br />INCLUDE THE ARCHITECTURAL, STRUCTURAL, MECHANICAL AND
<br />ELECTRICAL AND OTHER TRADE DRAWINGS AND SPECIFICATIONS.
<br />128 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. MECHANICALIELECTRICAL EQUIPMENT LOCATIONS AND WEIGHTS
<br />E. LOCATION AND SIZE OF ALL MECHANICAL/ ELECTRICAL
<br />PENETRATIONS THROUGH WALLS AND FLOORS/ ROOFS
<br />12.10 THE CONTRACTOR AND ALL SUBCONTRACTORS HE INTENDS TO USE
<br />SHALL MAKE CONSIDERATION FOR, AND INCLUDE MONIES FOR THE
<br />ABOVE IN THE PREPARATION OF THEIR BIDS.
<br />12.11 THE CONTRACTOR SHALL NOT SCALE THE MECHANICAL AND
<br />STRUCTURAL DRAWINGS FOR LOCATIONS OF ELEMENTS NOTED
<br />ABOVE.
<br />1212 ELECTRONIC COPIES OF THE STRUCTURAL DRAWINGS (PDF5, CAD
<br />DRAWINGS OR BIM MODELS) MAY BE PROVIDED TO THE CONTRACTOR
<br />FORTHEIRUSE. THESE FILES MAYBE 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 />12.13 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 />1.32 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. AS -BUILT 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 />1A CODES
<br />1.4.1 ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO
<br />THE 2012 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED AND
<br />ADOPTED BY THE LOCAL BUILDING AUTHORITY.
<br />1.42 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 />1.52 UNIFORM LOADS:
<br />LOCATION LIVE LOAD DEAD LOAD
<br />ROOF 25 PSF (SNOW? ACTUAL
<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 1609 AND ASCE 7 CHAPTERS 26 THRU
<br />30k
<br />ULTIMATE DESIGN WIND SPEED (V,a): 11O MPH
<br />RISK CATEGORY: I
<br />WIND EXPOSURE: B
<br />ENCLOSED STRUCTURE
<br />TOPOGRAPHIC FACTOR 09 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 A21.8 PSF(10 SQ FT)
<br />ZONE2 +16.0 AM.5 PSF(10 SQ FT)
<br />ZONE:3 +16.0/-65.0 PSF(10 SQ FT)
<br />ZONEA AU1-21.6 PSF(10 SQ FT)
<br />ZONES +19.9426.6 PSF (10 SQ FT)
<br />1.5.7 SEISMIC LOADS (PER SC SECTION 1613 AND ASCE 7 CHAPTERSS 11
<br />THRU 13).
<br />RISK CATEGORY: I
<br />SEISMIC IMPORTANCE FACTOR (6): 1.0
<br />S,: 1.441
<br />Si: 0,553
<br />SITE CLASS: D
<br />S,rz : 0.961
<br />S' : 0.553
<br />SEISMIC DESIGN CATEGORY: D
<br />DESIGN BASE SHEAR 0.154 Wp
<br />ANALYSIS PROCEDURE USED: ASCE 13.3.1
<br />NONSTRUCTURAL
<br />COMPONENTS
<br />1.6 STATEMENT OF SPECIAL INSPECTIONS
<br />SEE STATEMENT OF SPECIAL INSPECTION AND TESTING SHEET SO2.
<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. REINFORCINGSTEEL
<br />C. STRUCTURAL AND MISCELLANEOUS STEEL INCLUDING WELD
<br />INSERTS AND ANCHORS
<br />1.7.3 SHOP DRAWING RENEW 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 NTH
<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 REVIEW SHALL ONLY BE
<br />PERMITTED IF APPROVED BY THE ARCHTTECTIENGINEER OF
<br />RECORD PRIOR TO THE START OF SHOP DRAWING REVIEW.
<br />1.8 MISCELLANEOUS
<br />1.8.1 VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD.
<br />1.82 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 />2. SITE PREPARATIONISOIL REMEDIA71ON
<br />2.1 SOIL DATA
<br />ALLOWABLE SOIL PRESSURE 25DO PSF PER ORIGINAL BUILDING DRAWINGS.
<br />ALLOW 33-1f3%INCREASE FOR LOADS FROM WIND OR SEISMIC ORIGIN.
<br />22 EXCAVATION
<br />EXCAVATE TO DEPTH SHOWN AND TO FIRM UNDISTURBED MATERAL.
<br />OVER -EXCAVATIONS SHALL BE BACKFILLED WITH LEAN CONCRETE (Tr-500-1200
<br />PSI) OR STRUCTURAL FILL AT THE CONTRACTOR'S 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. PROVIDE DRAINAGE AS NECESSARY TO AVOID
<br />WATERSOFTENIED SUBGRADE.
<br />2.3 FILL AND COMPACTION
<br />STRUCTURAL FILL OTHER THAN PEA GRAD SHALL BE GRANULAR PLACED IN
<br />6-INCH UFTS AND COMPACTED TO AT LEAST 95%OF ITS MAXIMUM DRY DENSITY
<br />AS DETERMINED BYASTMD-1567(MODPRDCTOR). PEA GRAVEL FILL SHALL
<br />HAVE A MAXIMUM PARTICLE SIZE OF 3.R' DIAMETER
<br />3. 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 AC1301. PLACE
<br />CONCRETE PER ACI-3D4 AND CONFORM TO ACIS04 (306) FOR WINTER
<br />CONCRETING AND ACIS05(305) FOR HOT WEATHER CONCRETING. USE
<br />INTERIOR MECHANICAL VIBRATORS WITH TWO 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 />31 STRENGTH
<br />TWENTY-EIGHT DAY COMPRESSIVE STRENGTHS SHALL BE AS FOLLOWS:
<br />FOOTINGS 40DO 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 II. ENGINEER'S APPROVAL IS
<br />NEEDED FOR USE OF TYPE III CEMENT.
<br />3.32 COARSE AND FINE AGGREGATE: ASTM C33.
<br />3.3.3 WATER SHALL BE CLEAN AND POTABLE.
<br />3.3.4 FLYASH: ASTM 0618 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 C9119
<br />GRADE 100 OR 120. GGBFS SHALL NOT BE PERMITTED UNLESS
<br />REVIEWED AND APPROVED BY THE STRUCTURAL ENGINEER MIX
<br />DESIGNS SUBMITTED INCLUDING GGBFS 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 MANUFACTURER'S
<br />INSTRUCTIONS.
<br />3A2 WATER REDUCING ADMIXTURES SHALL BE USED AT ALL HEAVILY
<br />CONGESTED AREAS (I.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 ENGINEER'S APPROVAL.
<br />3A.4 AIR ENTRANMENI: ASTM C260 AND ASTM C494 ENTRAIN 5%
<br />PLUSNINUS 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 FORMWORK AND SHORING
<br />3.10.1 FOLLOW RECOMMENDED PRACTICE FOR CONCRETE FORMWORK
<br />(ACI-347).
<br />3.11 REINFORCING STEEL:
<br />3.11.1 DETAIL, FABRICATE, AND PLACE PER ACI-315 AND ACI-318. SUPPORT
<br />REINFORCEMENT WITH APPROVED CHARS, SPACERS, OR TIES.
<br />3.11.2 DEFORMED BAR REINFORCEMENT: ASTM A615 GR 60
<br />3.11.8 EXCEPT AS NOTED SPECIFICALLY ON THE DRAWINGS, ALL CONCRETE
<br />REINFORCEMENT SHALL BE LAP -SPLICED AS FOLLOWS:
<br />M6 AND SMALLER 48 X BAR DIAMETER
<br />#7 AND LARGER 56 X BAR DIAMETER
<br />NO MORE THAN 50% HORIZONTAL OR VERTICAL BARS SHALL BE
<br />SPLICED AT ONE LOCATION
<br />3.11.10 EXCEPT AS NOTED SPECIFICALLY ON THE DRAWINGS, PROVIDE
<br />CORNER BARS TO MATCH QUANTITY AND DIAMETER OF HORIZONTAL
<br />REINFORCEMENT AND LAP WITH HORIZONTAL REINFORCEMENT AS
<br />FOLLOWS:
<br />86 AND SMALLER 4B X BAR DIAMETER
<br />ff7ANDLARGER 56XBARDIAMETER
<br />THESE CORNER BARS SHALL BE PLACED AT ALL CORNERS AND
<br />INTERSECTIONS IN CONCRETE FOOTINGS AND WALLS.
<br />3.12 CONCRETE COVER ON REINFORCING SHALL BE AS FOLLOWS (UNLESS SHOWN
<br />OTHERWISE):
<br />BOTTOM OF FOOTINGS 3'
<br />FORMED EARTH FACE AND SLAB ON GRADE T
<br />3.14 CONDUIT AND PIPING EMBEDDED IN CONCRETE
<br />3.14.1 ELECTRICAL CONDUIT SHALL NOT BE PLACED WITHIN A SLAB ON
<br />GRADE, BUT PLACED BELOW THE SLAB IN THE SUBBASE.
<br />3.15 GROUT FOR BEARING PLATES
<br />THE NON -SHRINK GROUT SHALL MEET ASTM C1107 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 />MIXED, PLACED AND CURED AS RECOMMENDED BY THE MANUFACTURER
<br />COMPRESSIVE STRENGTH SHALL EXCEED 60DO PSI AT 28 DAYS.
<br />5. METALS
<br />52 STRUCTURAL STEEL GENERAL REOUIREMENTS
<br />52.1 MISCELLANEOUS PLATES SHALL BE ASTM A36 FrW KSI.
<br />52.5 STEEL ANCHORAGE ELEMENTS
<br />A EXPANSION ANCHORS IN CONCRETE SHALL BE STAINLESS STEEL
<br />WHEN INSTALLED IN EXTERIOR ENVIRONMENTS, AND CARBON
<br />STEEL AT ALL OTHER LOCATIONS, UNLESS NOTED OTHERWISE.
<br />EXPANSION ANCHORS SHALL BE EITHER HILT] KWIK BOLT TZ (ICC
<br />ESR-1917), SIMPSON STRONG-B%T2 (ICC ESR-3mT), POWERS
<br />POWERSTUD+ SD2 (ICC 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 1.6.
<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 (]CC ESRS187), SIMPSON AT-XP (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 />5.2.7 METAL PROTECTION: ALL STEEL EXPOSED TO WEATHER, MOISTURE,
<br />SOIL, OR AS NOTED SHALL BE GALVANIZED PER ASTM A-123 ORA753
<br />AS APPLICABLE. 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 />EQUAL TO ORIGINAL ZINC COATING THICKNESS.
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<br />TACOMA SEATTLE
<br />2215 North 301h Shea. SuLe 300, Tacoma, WA 98403
<br />253.3831422 m
<br />12DO SbO Avenue, Sub 1620, Sea6e, WA 98101
<br />M62b72425 m
<br />Protect Title
<br />CASCADE COFFEE
<br />NEW EXTERIOR
<br />EQUIPMENT
<br />c1e,
<br />CASCADE COFFEE, INC.
<br />152575th ST SW SUITE 100
<br />EVERETT, WA 9820.3
<br />Job No.
<br />2150149.20
<br />ISSve Set 8 Date
<br />PERMIT SET
<br />VAY 6, 2015
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<br />Revisions:
<br />Sheet Title:
<br />GENERAL STRUCTURAL
<br />NOTES
<br />Desicned by, Drawn by, Checked by,
<br />AS DR SS
<br />Sheet No.
<br />S0.1
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