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CONCRETE
<br />1. ALL CONCRETE CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE
<br />BUILDING CODE AND ACI SPECIFICATIONS.
<br />2. CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE PROJECT SPECIFICATIONS
<br />IN ADDITION TO THE REQUIREMENTS IN THESE DRAWINGS. WHERE THE
<br />SPECIFICATIONS APPEAR TO CONFLICT WITH THE REQUIREMENTS IN THESE DRAWINGS,
<br />THE CONTRACTOR SHALL OBTAIN CLARIFICATION FROM THE ARCHITECT/STRUCTURAL
<br />ENGINEER BEFORE PROCEEDING WITH WORK.
<br />3. CONCRETE SHALL CONFORM TO THE STRENGTH, WATER -CEMENT RATIO, EXPOSURE
<br />CLASS, MAXIMUM UNIT WEIGHT AND CEMENT TYPE SPECIFIED IN THE SCHEDULE
<br />BELOW. CONCRETE STRENGTHS SHALL BE VERIFIED BY 26-DAY CYLINDER TESTS.
<br />ELEMENT Vc MAX W/C PATIO EXPOSURE CLASS MAX UNIT WEIGHT CEMENT TYPE
<br />WORKSHED 4,500 0.45 F2 145 1 OR II
<br />FOOTING
<br />A. *TOTAL WATER IN CONCRETE FOR SLABS ON GRADE SHALL NOT EXCEED 265 LBS
<br />PER CUBIC YARD.
<br />B. EXPOSURE CLASSES ARE FO, SO, PO, CO UNLESS NOTED OTHERWISE IN THE TABLE
<br />ABOVE.
<br />C. CONCRETE MIXES SHALL COMPLY WITH ACI 316 SECTION 19.3 FOR THE
<br />EXPOSURE CLASSES INDICATED THE TABLE ABOVE. FOR CLASSES F1 THROUGH F3,
<br />AIR ENTRAINMENT SHALL MEET THE REQUIREMENTS OF ACI-31 8 TABLE
<br />19.3.3.1
<br />D. PORTLAND CEMENT SHALL CONFORM TO ASTM C-150 OF THE TYPE SPECIFIED
<br />IN THE TABLE ABOVE.
<br />E. COARSE AND FINE AGGREGATE FOR NORMAL WEIGHT CONCRETE SHALL
<br />CONFORM TO ASTM C-33.
<br />F. AGGREGATE FOR LIGHTWEIGHT CONCRETE SHALL CONFORM TO ASTM C-330.
<br />G. WATER SHALL BE CLEAR AND SHALL CONFORM TO ASTM C-94.
<br />H. CONCRETE MIXING OPERATIONS SHALL CONFORM TO ASTM C-94.
<br />I. ALL EXTERIOR CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE
<br />AIR -ENTRAINED WITH AN AIR CONTENT CONFORMING TO ACI 316 TABLE 19.3.3.1.
<br />AIR ENTRAINMENT SHALL CONFORM TO ASTM C-260.
<br />4. CONTRACTOR MAY USE AN ADMIXTURE SYSTEM TO PRODUCE FLOWABLE CONCRETE.
<br />MAXIMUM SLUMP SHALL NOT EXCEED S INCHES MEASURED AT THE PUMP. THE
<br />WATER/CEMENTIOUS MATERIAL RATIO OF THE APPROVED MIXES SHALL BE MAINTAINED
<br />OR LOWERED WHEN FLOWABLE CONCRETE IS USED. A REPRESENTATIVE OF THE
<br />ADMIXTURE SYSTEM SHALL ASSIST IN DETERMINING PROPORTIONS FOR FLOWABLE
<br />CONCRETE AND SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER AND ARCHITECT
<br />PRIOR TO EMPLOYING THIS PROCEDURE. SEE PROJECT SPECIFICATIONS FOR
<br />ADDITIONAL REQUIREMENTS.
<br />5. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR
<br />REINFORCEMENT PLACED IN CAST -IN -PLACE CONCRETE:
<br />A. CONCRETE CAST AGAINST AND PERMANENTLY
<br />EXPOSED TO EARTH: 3"
<br />B. CONCRETE EXPOSED TO EARTH OR WEATHER:
<br />#6 THROUGH #16 BARS
<br />2"
<br />#5 BAR, W31 OR D31 WIRE, AND SMALLER
<br />1 1 /2"
<br />C. CONCRETE NOT EXPOSED TO WEATHER OR IN
<br />CONTACT WITH GROUND:
<br />BEAMS, COLUMNS:
<br />1 1 /2"
<br />SLABS, WALLS, JOISTS:
<br />#14 AND #16 BARS
<br />1 1/2"
<br />#11 BARS AND SMALLER
<br />3/4"
<br />SHELLS, FOLDED PLATE MEMBERS:
<br />#6 BAR AND LARGER
<br />3/4"
<br />#5 BAR, W31 OR D31 WIRE, AND SMALLER
<br />1/2"
<br />6. BASE PLATE GROUT SHALL BE NON -SHRINK TYPE CONFORMING TO
<br />ASTM C-1107
<br />WITH A MINIMUM COMPRESSIVE STRENGTH AT 26 DAYS OF 7000 PSI.
<br />7. PLACEMENT OF CONCRETE SHALL CONFORM TO ACI REQUIREMENTS
<br />AND THE
<br />CONTRACT DOCUMENTS. SANDBLAST ALL CONCRETE SURFACES AGAINST WHICH
<br />CONCRETE IS TO BE PLACED, UON.
<br />6. FORMS FOR CONCRETE SHALL BE LAID OUT AND CONSTRUCTED TO
<br />PROVIDE THE
<br />SPECIFIED CAMBERS SHOWN ON THE DRAWINGS.
<br />9. PROJECTING CORNERS OR BEAMS, WALLS, COLUMNS, ETC., SHALL BE FORMED WITH
<br />A 3/4 INCH CHAMFER, UNLESS OTHERWISE NOTED ON THE ARCHITECTURAL
<br />DRAWINGS
<br />10, PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE
<br />PLACING. REINFORCING SHALL NOT BE CUT. CORING OF CONCRETE IS NOT
<br />PERMITTED EXCEPT AS INDICATED,
<br />11. CONCRETE FOR STORAGE SHED FOUNDAI ION SHALL CONTAIN A WATERPROOFING
<br />ADMIXTURE (HYCRETE OR EQUAL) AND WATERSTOPS SHALL BE USED AT ALL JOINTS.
<br />REINFORCING STEEL
<br />1. REINFORCING STEEL SHALL BE DETAILED, INCLUDING HOOKS AND BENDS, AND
<br />PLACED IN ACCORDANCE WITH ACI 315 AND ACI 316.
<br />2. REINFORCING STEEL SHALL CONFORM TO ASTM A-615 OR A-706, GRADE 60.
<br />3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-165.
<br />4. THE FOLLOWING SHALL BE USED IN CONCRETE BUILDING STRUCTURES
<br />A. THE ACTUAL YIELD STRENGTH BASED ON MILL TESTS SHALL NOT EXCEED THE
<br />SPECIFIED YIELD STRENGTH BY MORE THAN 16,000 PSI. RETESTS SHALL NOT
<br />EXCEED THIS VALUE BY MORE THAN AN ADDITIONAL 3000 PSI.
<br />B. THE RATIO OF THE ACTUAL ULTIMATE TENSILE STRESS TO THE ACTUAL TENSILE
<br />YIELD STRENGTH SHALL NOT BE LESS THAN 1.25.
<br />5. ALL REINFORCING BAR BENDS SHALL BE MADE COLD. BARS SHALL NOT BE RE -BENT.
<br />6. REINFORCING SPLICES SHALL. BE MADE AS INDICATED ON THE DRAWINGS.
<br />7. WELDED WIPE FABRIC SHALL BE LAPPED AT SPLICES SUCH THAT A MINIMUM OF
<br />THREE WIRES PARALLEL TO THE SPLICE ARE OVERLAPPED. SPLICES SHALL OVERLAP
<br />A MINIMUM OF 6 INCHES.
<br />6. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME GRADE,
<br />SIZE AND SPACING AS THE VERTICAL REINFORCING, RESPECTIVELY, UNLESS
<br />OTHERWISE NOTED.
<br />9. PROVIDE #4 x 2'-0" DIAGONAL BAR AT ALL REENTRANT CORNERS OF CONCRETE
<br />SLABS ON GRADE AND SLABS ON METAL DECK.
<br />10. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT
<br />UNLESS SPECIFICALLY SO DETAILED AND REVIEWED BY THE STRUCTURAL ENGINEER.
<br />11. WELDING OF REINFORCEMENT SHALL CONFORM TO THE 2005 EDITION OF AWS D1.4
<br />66STRUCTURAL WELDING CODE - REINFORCING STEEL19. WELDED CONNECTIONS NOT
<br />SPECIFIED ON THE PLANS SHALL BE SUBMITTED FOR REVIEW AND APPROVAL BY THE
<br />STRUCTURAL ENGINEER.
<br />12. REINFORCING TO BE WELDED SHALL CONFORM TO ASTM A-706. BARS CONFORMING
<br />TO ASTM A-615 MAY BE SUBSTITUTED PROVIDED THAT DOCUMENTAT ION IS SUBMITTED
<br />TO THE STRUCTURAL ENGINEER FOR REVIEW SHOWING THAT THE BARS FULLY
<br />CONFORM TO THE WELDABILITY REQUIREMENTS OF AWS D1.4.
<br />13. REINFORCEMENT SHALL BE SECURELY TIED IN PLACE PRIOR TO THE PLACEMENT OF
<br />CONCRETE OR GROUT. CONCRETE REINFORCEMENT OF SHALL BE SECURED IN
<br />CONFORMANCE WITH ACI-316 SECTION 7.5. MASONRY REINFORCEMENT SHALL BE
<br />SECURED IN CONFORMANCE WITH ACI-350.1 SECTION 3.4.
<br />14. REINFORCING STEEL PROJECTING FROM THE CONCRETE OR MASONRY AND
<br />CONNECTING DIRECTLY TO STRUCTURAL STEEL WHERE DIMENSIONAL CONTROL IS
<br />CRITICAL OR WHERE SPECIFICALLY NOTED ON THE PLAN SHALL BE TREATED AS AN
<br />ANCHOR ROD AND SHALL CONFORM TO THE TOLERANCES SPECIFIED IN SECTION 7.5
<br />OF AISC 303-05 "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND
<br />BRIDGES".
<br />FOUNDATIONS
<br />1. ALL FOUNDATIONS SHALL BE FOUNDED A MINIMUM OF 16 INCHES BELOW LOWEST
<br />ADJACENT FINAL FINISH FLOOR OR GRADE. EXPOSED SOIL SHALL BE INSPECTED
<br />FOR COMPLIANCE WITH THE SOILS REPORT BY THE INSPECTION AGENCY
<br />REPRESENTATIVE PRIOR TO CONSTRUCTING CONCRETE FORMS AND/OR PLACING
<br />REINFORCING STEEL. ANY EXCESS OR NON -COMPLYING MATERIAL AS DETERMINED
<br />BY THE INSPECTION AGENCY REPRESENTATIVE SHALL BE REMOVED AND REPLACED
<br />AS DIRECTED BY A SOILS ENGINEER.
<br />2. FOOTING DEPTHS ARE MINIMUM DIMENSIONS, AND MAY BE CHANGED BY A SOILS
<br />ENGINEER IN ORDER TO ACHIEVE THE REQUIREMENTS OF THE APPROVED SOILS
<br />REPORT.
<br />3. THE CONTRACTOR SHALL, PRIOR TO BEGINNING GRADING AND FOUNDATION
<br />EXCAVATION WORK, READ THE SOILS REPORT. IF THE CONTRACTOR, DURING THE
<br />COURSE OF SITE WORK, DISCOVERS ANY SOIL CONDITION THAT IS NOT CONSISTENT
<br />WITH THE SOILS REPORT, HE SHALL IMMEDIATELY NOTIFY THE EOR.
<br />4. CONTRACTOR SHALL BRACE OR PROTECT ALL BUILDING AND PIT WALLS BELOW
<br />GRADE FROM LATERAL LOADS UNTIL ATTACHING FLOORS ARE COMPLETELY IN PLACE
<br />AND HAVE ATTAINED FULL DESIGN STRENGTH. CONTRACTOR SHALL PROVIDE FOR
<br />THE DESIGN, PERMITS AND INSTALLATION OF SUCH BRACING. RETAINING WALLS
<br />SHALL HAVE ATTAINED FULL DESIGN STRENGTH PRIOR TO BEING BACKFILLED.
<br />5. ALL RETAINING WALLS SHALL HAVE FREE DRAINING OR GRAVELY BACKFILL, OR
<br />DRAINAGE MAITING, FULL HEIGHT OF WALL.
<br />6. ALL WALKWAYS AND OTHER EXTERIOR SLABS ON GRADE MAY NOT BE SHOWN ON
<br />THE STRUCTURAL PLANS. USE 4" THICK CONCRETE SLABS WITH 6x6-W1.4xW1.4
<br />WWF MATS, UNLESS SHOWN OTHERWISE.
<br />7. CONTRACTOR SHALL PROVIDE FOR DE -WATERING OF EXCAVATIONS FROM SURFACE
<br />WATER, GROUND WATER OR SEEPAGE.
<br />6. CONTRACTOR SHALL PROVIDE FOR THE DESIGN AND INSTALLATION OF ALL CRIBBING,
<br />SHEATHING AND SHORING REQUIRED TO SAFELY RETAIN ALL EARTH BANKS.
<br />STRUCTURAL STEEL, MISC. METAL
<br />1. STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO THE
<br />BUILDING CODE AND RISC STANDARDS USING LOADS AS DEFINED IN AISC-360
<br />SECTION 133-3 "DESIGN FOR STRENGTH USING LOAD AND RESISTANCE FACTOR
<br />DESIGN (LRFD)".
<br />2. STRUCTURAL STEEL FABRICATION AND ERECTION SHALL CONFORM TO AISC
<br />REQUIREMENTS AND THE PROJECT SPECIFICATIONS.
<br />3. STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION OF ELEMENTS AND
<br />CONNECTIONS MARKED 'SLRS' SHALL CONFORM TO AISC-341.
<br />4. STRUCTURAL STEEL SHALL CONFORM TO THE
<br />FOLLOWING, UNLESS
<br />OTHERWISE
<br />NOTED
<br />ON THE STRUCTURAL DRAWINGS:
<br />WIDE FLANGE SHAPES
<br />ASTM
<br />A992,
<br />Fy =
<br />50
<br />KSI
<br />PLATES AND BARS
<br />ASTM
<br />A36,
<br />Fy =
<br />36
<br />KSI
<br />CHANNELS AND ANGLES
<br />ASTM
<br />A36,
<br />Fy =
<br />36
<br />KSI
<br />HOLLOW ROUND SECTIONS
<br />ASTM
<br />A500-13,
<br />Fy =
<br />42
<br />KSI
<br />HOLLOW RECTANGULAR SECTIONS
<br />ASTM
<br />A500-13,
<br />Fy =
<br />46
<br />KSI
<br />ROUND PIPE
<br />ASTM
<br />A53-13,
<br />Fy =
<br />35
<br />KSI
<br />ANCHOR RODS EMBEDDED IN CONCRETE
<br />ASTM
<br />F1554 GRADE 36
<br />CONNECTION BOLTS
<br />A325-N-STD
<br />5. HEADED STUD CONNECTORS (WHS) SHALL CONFORM TO AWS D1.1 SECTION 7 AND
<br />SHALL BE FABRICATED FROM COLD DRAWN STEEL CONFORMING TO ASTM A-106 WITH
<br />A MINIMUM TENSILE STRENGTH OF 65 KSI. STUD WELDING, INSPECTION AND TESTING
<br />SHALL CONFORM TO AWS REQUIREMENTS.
<br />6. THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP DRAWINGS FOR REVIEW
<br />AND APPROVAL PRIOR TO THE START OF FABRICATION.
<br />7. WELDING SHALL BE PERFORMED IN ACCORDANCE WITH AWS REQUIREMENTS. ALL
<br />WELDS SHALL BE PREQUALIFIED IN ACCORDANCE WITH AWS AND AISC STANDARDS.
<br />USE E70XX ELECTRODES, UON.
<br />6. WELDING OF MEMBERS AND CONNECTIONS MARKED 'SLRS' SHALL BE PERFORMED IN
<br />ACCORDANCE WITH AWS D1.6.
<br />9. ALL WELDS SHALL BE PERFORMED BY WELDERS CERTIFIED IN THE JURISDICTION
<br />HAVING AUTHORITY OVER THIS PORTION OF THE WORK.
<br />10. WELD LENGTHS CALLED FOR ON THE PLANS ARE THE NET EFFECTIVE LENGTH
<br />REQUIRED. WELD SIZE SHALL BE AISC MINIMUM, UON.
<br />11. BOLTED CONNECTIONS OF MEMBERS MARKED 'SLRS' SHALL BE PRETENSIONED AND
<br />SHALL MEET THE REQUIREMENTS FOR A CLASS A FAYING SURFACE. CONNECTIONS
<br />AT THESE MEMBERS SHALL BE MADE USING STANDARD HOLES IN ALL PLYS.
<br />12. BEAM PENETRATIONS MAY BE CREATED PER THE TYPICAL DETAIL WITHOUT PRIOR
<br />APPROVAL OF STRUCTURAL ENGINEER. PENETRATIONS OF ANY SIZE IN ANY OTHER
<br />AREA OF THE MEMBER MUST BE REVIEWED AND APPROVED BY THE STRUCTURAL
<br />ENGINEER.
<br />13. CONNECTIONS SHOWN FIELD WELDED MAY BE FIELD BOLTED AT OPTION OF
<br />FABRICATOR. SUBMIT PROPOSED CONDITION TO STRUCTURAL ENGINEER FOR REVIEW
<br />PRIOR TO SUBMISSION OF SHOP DRAWINGS AND FABRICATION,
<br />14. BEAMS AND GIRDERS SHALL NOT SUPPORT PIPING LARGER THAN 10" DIAMETER
<br />WITHOUT THE REVIEW OF THE STRUCTURAL ENGINEER OF RECORD.
<br />15. TENSION CONTROL BOLTS MAY BE SUBSTITUTED FOR THE BOLTS SPECIFIED IN THESE
<br />PLANS AT THE DISCRETION OF THE CONTRACTOR. ASTM F1652 TC BOLTS MAY BE
<br />SUBSTITUTED FOR ASTM A325 BOLTS AND ASTM F2280 TIC BOLTS MAY BE
<br />SUBSTITUTED FOR ASTM A490.
<br />16. A449, A193 GRADE B7, OR F1554 GRADE 105 THREADED ROD SHALL BE USED
<br />WHERE THRU BOLT LENGTH DOES NOT ALLOW FOR STANDARD A325 BOLTS. PROVIDE
<br />ASTM A563 NUTS WITH MATCHED WASHERS AT BOTH ENDS.
<br />17. USE DOUBLE NUTS OR SINGLE NUT AND PEENED THREADS AT BOLTED CONNECTIONS
<br />WITH LONG SLOT HOLES.
<br />16. HOLE SIZES IN STEEL MEMBERS CONNECTED TO CONCRETE OR MASONRY SHALL BE
<br />1/16" LARGER THAN THE BOLT DIAMETER. THE USE OF LARGER HOLES WOULD
<br />REQUIRE THE USE OF WELDED PLATE WASHERS AND WOULD REQUIRE PRIOR
<br />APPROVAL BY THE STRUCTURAL ENGINEER, HARDENED OR COMMON PLATE WASHERS
<br />ARE REQUIRED BELOW ALL NUTS WHERE OVERSIZED HOLES ARE USED AND SHALL
<br />BE SIZED TO COVER THE ENTIRE HOLE. MAXIMUM HOLE SIZES AND MINIMUM
<br />WASHER SIZES FOR COLUMN BASE PLATES SHALL BE IN ACCORDANCE WITH TABLE
<br />14-2 OF THE AISC STEEL CONSTRUCTION MANUAL, 14TH EDITION.
<br />19. WHERE SPECIFIED, GALVANIZED STEEL SHALL CONFORM TO ASTM A123 WITH MINIMUM
<br />COATING THICKNESS GRADE 60. VENT HOLES ARE THE RESPONSIBILITY OF THE
<br />CONTRACTOR AND SHALL BE INDICATED ON THE SHOP DRAWINGS.
<br />20. REPAIR ALL DAMAGE TO GALVANIZED COATINGS BY EITHER THE HOT -STICK OR
<br />HIGH -ZINC PAINT METHODS IN ACCORDANCE WITH ASTM A760.
<br />STEEL CONT.
<br />21. FABRICATOR SHALL REVIEW PROJECT SPECIFICATIONS TO DETERMINE PAINTING
<br />AND GALVANIZING REQUIREMENTS. MEMBERS EMBEDDED IN CONCRETE OR TO
<br />RECEIVE SPRAY -ON FIREPROOFING SHALL NOT BE PAINTED. DO NOT PAINT
<br />AREAS OF PIECES TO BE FIELD WELDED, OR REMOVE PAINT IN FIELD PRIOR TO
<br />WELDING.
<br />22. CONTRACTOR SHALL COMPLY WITH OSHA REGULATION 29 CFR PART 1926,
<br />SUBPART R-STEEL ERECTION, PUBLISHED JANUARY 16, 2001. MISCELLANEOUS
<br />PLATES FOR GUYING CABLE ATTACHMENTS, TEMPORARY JOIST BRACING, ETC.
<br />SHALL BE ADDED AS REQUIRED. CONTRACTOR SHALL EVALUATE COLUMNS AND
<br />PROVIDE ADEQUATE BASE PLATES SHIMS, GUYS, OR TEMPORARY BRACING AS
<br />REQUIRED PER SECTION 1926.755.
<br />EXISTING CONSTRUCTION
<br />1. EXISTING STRUCTURAL DIMENSIONS AND MEMBERS SIZES ARE FOR REFERENCE
<br />ONLY. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO
<br />FABRICATION. THE CONTRACTOR SHALL VERIFY THE ACTUAL CONFIGURATION OF
<br />EXISTING CONSTRUCTION AND THE CONDITION OF THE STRUCTURE BEFORE
<br />BEGINNING WORK. ANY DISCREPANCIES OR UNSOUND CONDITIONS SHALL BE
<br />REPORTED TO THE ENGINEER FOR RESOLUTION BEFORE BEGINNING WORK.
<br />REFER TO MECHANICAL, PLUMBING AND ELECTRICAL PLANS FOR DUCTS, PIPING,
<br />EMBEDMENTS, AND OPENINGS NOT SHOWN.
<br />2. TEMPORARY SHORING AND BRACING MAY BE NECESSARY IN ORDER TO PERFORM
<br />THE NECESSARY STRUCTURAL MODIFICATIONS TO THE EXISTING STRUCTURE
<br />SHOWN ON THE STRUCTURAL AND ARCHITECTURAL DRAWINGS. THE CONTRACTOR
<br />MUST SUBMIT PLANS AND SUPPORTING CALCULATIONS PREPARED BY A DESIGN
<br />PROFESSIONAL LICENSED TO PERFORM WORK IN THE PROJECT JURISDICTION.
<br />3. WHERE NEW STRUCTURAL WORK IS BEING PERFORMED, THE CONTRACTOR SHALL
<br />VERIFY ALL DIMENSIONS AS REQUIRED PRIOR TO CONSTRUCTION. ANY
<br />DISCREPANCIES SHALL BE REPORTED TO THE FOR FOR RESOLUTION PRIOR TO
<br />BEGINNING WORK.
<br />4. EXISTING CONSTRUCTION, FRAMING MEMBERS AND DIMENSIONS HAVE BEEN
<br />ESTABLISHED BASED ON REVIEW OF THE AVAILABLE CONSTRUCTION DRAWINGS
<br />FOR THE ORIGINAL BUILDING. ONLY LIMITED FIELD VERIFICATION HAS BEEN
<br />PERFORMED. ANY DISCREPANCIES CONCERNING HOW NEW WORK RELATED TO
<br />THE AS -BUILT CONSTRUCTION SHALL BE REPORTED TO THE
<br />ARCHITECT/ENGINEER FOR RESOLUTION PRIOR TO BEGINNING WORK.
<br />5. UNLESS SPECIFIED OTHERWISE, LOCATION AND ELEVATION OF NEW STRUCTURAL
<br />ELEMENTS WITHIN THE ,EXISTING STRUCTURE ARE DETERMINED BY THEIR
<br />RELATIONSHIP TO EXISTING CONDITIONS. THESE RELATIONSHIPS ARE
<br />NOTED ON THE PLANS, SECTIONS AND DETAILS,
<br />6. WHEN PROVIDED, DEMOLITION DRAWINGS INDICATE DEMOLITION EXTENT
<br />ASSOCIATED WITH THE ACTUAL SIZE OF THE NEW ELEMENT. THE EXTENT OF
<br />DEMO MAY NOT REFLECT ADDITIONAL DEMOLITION REQUIRED TO INSTALL NEW
<br />ELEMENTS. IN ADDITION TO WHAT IS SHOWN ON THE ARCHITECTURAL
<br />DEMOLITION DRAWINGS, MINOR LOCAL DEMOLITION OF EXISTING ELEMENTS MAY
<br />BE REQUIRED TO PERFORM THE STRUCTURAL WORK AS INDICATED ON THE
<br />PLANS, SECTIONS AND DETAILS.
<br />SYM
<br />REVISION
<br />BY
<br />APPR OVED
<br />DATE
<br />SYM
<br />REVISION
<br />BY
<br />APPROVED
<br />DATE
<br />S. ®e
<br />ACCEPTABILITY
<br />CEIWN
<br />UAIL
<br />04.08.19
<br />SUBTITLE
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<br />T T L NOTES
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<br />SPECIFICATION IS APPROVED
<br />ENGINEER
<br />TITLE
<br />APPROVED BY
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<br />DATE
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<br />EVERETT, WA 45-005-S2A-2
<br />
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