ARCHITECTURE PLANNING INTERIOR DESIGN

PHASE 3 – FINISH OUT PACKAGE

ADDENDUM NO. 1 – October 6, 2017 Acknowledge receipt of this addendum by inserting its number and date in your Proposal. Failure to do so may subject proposal to disqualification. This addendum forms a part of the contract documents. It modifies them as follows: 06-OCT-2017 DRAWINGS: STRUCTURAL

1. Sheet S0.1 – Specifications: New sheet issued herewith in its entirety. 2. Sheet S0.2 – Specifications: New sheet issued herewith in its entirety. 3. Sheet S2.1 – First Floor Framing Plan: New sheet issued herewith in its entirety.

4. Sheet S2.2 – Mezzanine Framing Plan: New sheet issued herewith in its entirety.

5. Sheet S2.3 – Second Floor Framing Plan: New sheet issued herewith in its entirety.

6. Sheet S2.4 - Details: New sheet issued herewith in its entirety.

END OF ADDENDUM NO. 1

rbdr PLLC Architects

913 Franklin Avenue, Suite 100 Waco, Texas 76701 Phone: 254-776-8380 Fax: 254-776-7390

Walker Partners – New Office 823 Washington – Finish Out Package

Waco, Texas RBDR Project No.: 16047

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010002: GENERAL STRUCTURAL REQUIREMENTS1. THESE NOTES APPLY TO STRUCTURAL DOCUMENTS SEALED BY THE STRUCTURAL ENGINEER AND ARE INTENDED TO BE

COMPLIMENTARY TO AND USED IN CONJUNCTION WITH THE PLANS AND SPECIFICATIONS, INCLUDING THOSE PREPARED BYOTHER DISCIPLINES. CONTRACTOR SHALL REPORT ANY DISCREPANCIES TO THE ARCHITECT AND STRUCTURAL ENGINEERIMMEDIATELY. ANY SUCH DISCREPANCIES SHALL BE RESOLVED TO THE MORE STRINGENT REQUIREMENTS, UNLESSOTHERWISE AUTHORIZED BY OWNER, ARCHITECT AND STRUCTURAL ENGINEER.

OWNER: WALKER PARTNERSARCHITECT: rbdr, ARCHITECTSSTRUCTURAL ENGINEER: WINTON ENGINEERING, INC.

WACO, TEXAS(254) 776-7024

2. ALL STRUCTURAL WORK SHALL BE IN ACCORDANCE WITH:A. CITY OF WACO STANDARDS AND REGULATIONSB. TEXAS GOVERNMENT CODE, CHAPTER 469, 2012 TEXAS ACCESSIBILITY STANDARDSC. INTERNATIONAL BUILDING CODE - 2015 EDITIONINCLUDING LOCAL SUPPLEMENTS, EXCEPT WHERE CODES OF APPLICABLE REGULATORY AGENCIES OR THE CONTRACTDOCUMENTS ARE MORE RESTRICTIVE.

3. THE CONTRACTOR SHALL HAVE AVAILABLE AT THE JOB SITE AT ALL TIMES ONE COPY OF THE CONTRACT DOCUMENTSINCLUDING PLANS, SPECIFICATIONS, ADDENDA, CHANGE ORDERS, AND SPECIAL CONDITIONS, AND COPIES OF ANYREQUIRED CONSTRUCTION PERMITS AND INSPECTION REPORTS.

4. IT IS THE INTENT OF THE STRUCTURAL DOCUMENTS TO DESCRIBE A FUNCTIONALLY COMPLETE STRUCTURAL PROJECT. ALLLABOR, DOCUMENTATION, SERVICES, MATERIALS, OR EQUIPMENT THAT MAY BE REASONABLY INFERRED FROM THESEDOCUMENTS OR FROM PREVAILING CUSTOM OR TRADE USAGE AS BEING REQUIRED TO PRODUCE THE INTENDED RESULT,WHETHER OR NOT SPECIFICALLY CALLED FOR, SHALL BE PROVIDED AT NO ADDITIONAL COST TO OWNER.

5. ANY DISCREPANCIES ON THE STRUCTURAL DOCUMENTS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THEOWNER, ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO SUBMISSION OF BIDS OR PROPOSALS, OR IF NOT REASONABLYDISCERNABLE DURING PREPARATION OF BIDS AND PROPOSALS, BEFORE COMMENCING THE WORK IN QUESTION. NOFIELD CHANGES OR DEVIATIONS FROM DESIGN ARE TO BE MADE WITHOUT PRIOR APPROVAL OF THE OWNER, ARCHITECTAND THE STRUCTURAL ENGINEER. NO CHANGE ORDER CONSIDERATION WILL BE GIVEN TO CHANGES FOR WHICH THEOWNER, ARCHITECT AND STRUCTURAL ENGINEER WERE NOT CONTACTED PRIOR TO CONSTRUCTION OF THE AFFECTEDITEM.

6. ANY DEVIATION FROM, ADDITION TO, SUBSTITUTION FROM, OR MODIFICATION TO THE STRUCTURE OR ANY PART OF THESTRUCTURE DESCRIBED IN THESE DOCUMENTS SHALL BE SUBMITTED IN WRITING TO THE OWNER, ARCHITECT AND ENGINEERFOR REVIEW. (SHOP DRAWINGS THAT ARE SUBMITTED FOR REVIEW DO NOT CONSTITUTE “IN WRITING” UNLESS IT IS CLEARLYNOTED THAT SPECIFIC CHANGES ARE BEING SUGGESTED.)

7. CONTRACTOR SHALL SUPERVISE, INSPECT, AND DIRECT ALL STRUCTURAL WORK IN A COMPETENT AND EFFICIENT MANNER,AND SHALL ASSIGN A COMPETENT SUPERINTENDENT WHO IS FAMILIAR WITH PROJECT REQUIREMENTS AND CAPABLE OFCOORDINATING WORK OF ON-SITE TRADE CONTRACTORS. CORRECTIONS REQUIRED DUE TO FAILURE TO DO SO WILL BEMADE AT CONTRACTOR'S EXPENSE, INCLUDING APPLICABLE PROFESSIONAL FEES.

8. THE STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE MEANSAND METHODS OF CONSTRUCTION UNLESS SO STATED OR NOTED. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE TOINITIATE, MAINTAIN, AND SUPERVISE ALL SAFETY PROGRAMS AND PRECAUTIONS IN CONNECTION WITH THE WORK, ANDSHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE WORK, OTHER PROPERTY, THE WORKMEN AND OTHER PERSONSDURING DEMOLITION AND CONSTRUCTION.

9. SITE OBSERVATION VISITS, IF MADE BY ENGINEER, ARE MADE FOR THE PURPOSE OF DETERMINING, FOR THE BENEFIT OF THEOWNER, THAT THE STRUCTURAL WORK IS GENERALLY PROCEEDING IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.SITE OBSERVATIONS ARE NOT INTENDED TO BE EXHAUSTIVE OR DETAILED INSPECTIONS OF CONTRACTOR'S WORK.CONTRACTOR RETAINS SOLE RESPONSIBILITY TO CONSTRUCT THE WORK IN ACCORDANCE WITH THE PLANS,SPECIFICATIONS, AND APPLICABLE REGULATIONS.

10. CONTRACTOR SHALL BE RESPONSIBLE TO OBTAIN ALL NECESSARY STRUCTURAL PERMITS AND APPROVALS PRIOR TOBEGINNING AND DURING CONSTRUCTION.

11. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONSTRUCTION, INCLUDING EXISTING WORK, PRIOR TOCOMMENCING WORK. ANY DISCREPANCIES SHALL BE REPORTED IMMEDIATELY TO THE OWNER, ARCHITECT ANDSTRUCTURAL ENGINEER.

12. CONSTRUCTION MATERIALS OR EQUIPMENT SHALL NOT BE STORED OR OPERATED ON FLOORS OR ROOFS IN EXCESS OF THEDESIGN LOADS INDICATED ON THE DRAWINGS. IMPACT SHALL BE AVOIDED WHEN PLACING MATERIALS ON FLOOR ORROOFS.

13. STRUCTURAL PRODUCTS, MATERIALS, AND SYSTEMS LISTED HEREIN AS “OR EQUAL” SHALL BE EQUIVALENT TO THE NAMEDPRODUCT, MATERIAL, OR SYSTEM IN FORM, FUNCTION, AND CONSTRUCTION. STRUCTURAL ENGINEER SHALL BE THE SOLEJUDGE AS WHETHER PRODUCTS, MATERIALS, AND SYSTEMS ARE IN FACT EQUIVALENT. THE COST OF ANY MODIFICATIONSTO OTHER PRODUCTS, MATERIALS, AND SYSTEMS REQUIRED TO INCORPORATE AN “OR EQUAL” INTO THE WORK SHALL BEBORNE BY THE CONTRACTOR SUBMITTING THE PROPOSED SUBSTITUTION.

14. PROVIDE OTHER MATERIALS, NOT SPECIFICALLY DESCRIBED HEREIN, BUT REQUIRED FOR A COMPLETE AND PROPERINSTALLATION, AS SELECTED BY THE CONTRACTOR(S) SUBJECT TO THE APPROVAL OF THE OWNER, ARCHITECT, ANDSTRUCTURAL ENGINEER.

15. PRINCIPAL OPENINGS IN THE STRUCTURAL SYSTEMS ARE SHOWN ON THE STRUCTURAL DRAWINGS. ANY OPENINGS NOTSHOWN OR DETAILS THAT REQUIRE PENETRATION, CUTTING, OR SLEEVING OF BEAMS, JOISTS, WALLS, OR OTHER STRUCTURALMEMBERS SHALL BE REFERRED TO THE STRUCTURAL ENGINEER PRIOR TO CONSTRUCTING. DO NOT CUT STRUCTURALMEMBERS, INCLUDING REINFORCING STEEL, WITHOUT APPROVAL FROM STRUCTURAL ENGINEER FOR APPROVAL PRIOR TOANY CUTTING OR DEMOLITION.

16. ALL OPENINGS FOR ELECTRICAL AND MECHANICAL WORK SHALL BE SIZED AND LOCATED BY ELECTRICAL ANDMECHANICAL CONTRACTORS AND FORMED BY THE TRADE CONTRACTOR FOR THE AFFECTED WORK.

17. REFER TO WALL SECTIONS AND ELEVATIONS FOR ADDITIONAL REINFORCEMENT, INSERTS, ANCHORS, WATERPROOFING,FLASHING, METAL EXPANSION JOINTS, CAULKING, SEALANTS, ETC. CONTRACTOR SHALL COMPARE THE STRUCTURALSECTIONS WITH THE ARCHITECTURAL SECTIONS AND REPORT ANY DISCREPANCIES TO THE OWNER, ARCHITECT ANDENGINEER PRIOR TO COMPLETION OF THE SHOP DRAWINGS.

18. ALL POST-INSTALLED ANCHORS SHALL BE ICC-ES APPROVED AS CODE COMPLIANT FOR IBC 2015 CONSTRUCTION INCRACKED AND UNCRACKED CONCRETE, UNLESS NOTED OTHERWISE.A. CONCRETE:

a. ADHESIVE ANCHORS - HILTI HIT-RE 500 SD EPOXY (SLOW CURE)b. ADHESIVE ANCHORS - HILTI HIT-HY 150 MAX-SD EPOXY (FAST CURE)c. MECHANICAL ANCHORS - HILTI KWIK BOLT TZ EXPANSION ANCHORS (MEDIUM DUTY)d. MECHANICAL ANCHORS - HILTI HDA UNDERCUT ANCHORS (HEAVY DUTY)e. MECHANICAL ANCHORS - HILTI HSL-3 EXPANSION ANCHORS (HEAVY DUTY)

B. SOLID GROUTED MASONRY:a. ADHESIVE ANCHORS - HILTI HIT-HY MAX ADHESIVE ANCHORS WITH HILTI HAS-E CONTINUOUSLY THREADED ROD.b. MECHANICAL ANCHORS - HILTI KWIK-BOLT 3 EXPANSION ANCHORS.

C. HOLLOW/MULTI-WYTHE MASONRY:a. ADHESIVE ANCHORS - HILTI HIT-HY 70 MASONRY ADHESIVE ANCHOR SYSTEM.b. ANCHOR ROD SHALL BE HILTI HAS-E CONTINUOUSLY THREADED ROD.c. USE APPROPRIATE SIZE SCREEN TUBE PER ADHESIVE MANUFACTURER'S RECOMMENDATION.

19. GROUT UNDER COLUMN BASE PLATES SHALL BE A NON-SHRINK, NON-METALLIC, NON-CORROSIVE TYPE WITH A MINIMUMCOMPRESSIVE STRENGTH OF 5,000 PSI (ASTM C1107). THE SHEAR AND BOND STRENGTH OF THIS GROUT SHALL BE HIGHERTHAN THE PARENT CONCRETE PRODUCTS.

20. SEAL ALL EXPOSED EXPANSION, CONSTRUCTION, AND CONTROL JOINTS. SEAL OTHER JOINTS AS DETAILED OR SPECIFIED.21. LOCATION OF ALL UNDERGROUND UTILITIES SHALL BE VERIFIED BEFORE ANY EXCAVATION. NOTIFY OWNER, ARCHITECT

AND ENGINEER OF ANY CONFLICTS.

012500: SUBSTITUTIONS1. REFER TO THE PROJECT MANUAL AND OTHER DOCUMENTS PREPARED BY THE ARCHITECT FOR ADDITIONAL INFORMATION.

IN THE CASE OF DISCREPANCIES FOR STRUCTURAL ITEMS, THE MOST RESTRICTIVE REQUIREMENTS SHALL APPLY UNLESSOTHERWISE DIRECTED AND APPROVED BY THE STRUCTURAL ENGINEER.

2. ALL STRUCTURAL MATERIALS SHALL BE BID AND INSTALLED AS DESCRIBED ON PLANS. ANY REQUESTS FOR SUBSTITUTIONSSHALL BE SUBMITTED IN WRITING TO THE OWNER, ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO INCORPORATION INTOTHE PROJECT.

3. WRITTEN REQUESTS FOR SUBSTITUTIONS MAY BE SUBMITTED ON THE BASIS OF ONE OR MORE OF THE FOLLOWING:A. AN “OR EQUAL” OR SIMILAR LANGUAGE IN THE CONTRACT DOCUMENTS.B. WHERE PRODUCTS CANNOT BE PROVIDED WITHIN THE CONTRACT TIME, BUT NOT AS A RESULT OF CONTRACTOR'S

FAILURE TO PURSUE THE WORK PROMPTLY OR COORDINATE VARIOUS ACTIVITIES PROPERLY.C. WHERE THE REQUIRED PRODUCT AND/OR MATERIAL CANNOT BE PROVIDED IN A MANNER COMPATIBLE WITH OTHER

MATERIALS.D. WHERE THE REQUIRED PRODUCT OR MATERIAL CANNOT RECEIVE APPROVAL BY A GOVERNING BODY.E. WHERE A SUBSTANTIAL ADVANTAGE IS OFFERED TO THE OWNER IN TERMS OF COST, TIME, OR OTHER VALUABLE

CONSIDERATIONS, AFTER DEDUCTING OFFSETTING RESPONSIBILITIES THE OWNER MAY BE REQUIRED TO BEAR,INCLUDING ADDITIONAL COMPENSATION TO ENGINEER FOR EVALUATION.

4. IN MAKING A REQUEST FOR A SUBSTITUTION, CONTRACTOR REPRESENTS THAT HE HAS PERSONALLY INVESTIGATED THEPROPOSED PRODUCT OR METHOD, AND HAS DETERMINED THAT IT IS EQUAL OR SUPERIOR TO THAT SPECIFIED.CONTRACTOR SHALL PROVIDE THE SAME GUARANTEE AS FOR THE PRODUCT OR METHOD SPECIFIED, AND SHALLCOORDINATE THE INSTALLATION OF THE SUBSTITUTED WORK, INCLUDING ALL CHANGES REQUIRED IN OTHER WORK.CONTRACTOR WAIVES ALL CLAIMS FOR ADDITIONAL COSTS RELATED TO THE SUBSTITUTION THAT CONSEQUENTLY BECOMEAPPARENT, AND AGREES TO REIMBURSE OWNER FOR ANY REDESIGN COSTS ASSOCIATED WITH THE SUBSTITUTION.

5. REQUESTS FOR SUBSTITUTION SHALL BE ACCOMPANIED BY COMPLETE PRODUCT DATA, DRAWINGS AND DESCRIPTION OFPROPOSED SUBSTITUTE, SAMPLES WHERE APPLICABLE OR REQUESTED, COMPARISON OF SIGNIFICANT QUALITIES WITHORIGINAL REQUIREMENTS, AND CERTIFICATION BY THE CONTRACTOR THAT THE PROPOSED SUBSTITUTION WILL RESULT IN ATOTAL WORK PRODUCT EQUAL TO OR BETTER THAN THAT ORIGINALLY SPECIFIED.

6. CONTRACTOR'S SUBMITTAL OF SHOP DRAWINGS OR SAMPLES DOES NOT CONSTITUTE AN ACCEPTABLE AND VALIDREQUEST FOR, NOR APPROVAL OF, A SUBSTITUTION.

013323: SHOP DRAWINGS AND SAMPLES1. REFER TO THE PROJECT MANUAL AND OTHER DOCUMENTS PREPARED BY THE ARCHITECT FOR ADDITIONAL INFORMATION.

IN THE CASE OF DISCREPANCIES FOR STRUCTURAL ITEMS, THE MOST RESTRICTIVE REQUIREMENTS SHALL APPLY UNLESSOTHERWISE DIRECTED AND APPROVED BY THE STRUCTURAL ENGINEER.

2. COMPLETE SHOP DRAWINGS FOR STRUCTURAL WORK SHALL BE SUBMITTED FOR REVIEW AND APPROVED PRIOR TOFABRICATION OF MATERIALS OR COMMENCEMENT OF CONSTRUCTION. REVIEW BY THE STRUCTURAL ENGINEER SHALL BEONLY TO DETERMINE IF THE ITEMS COVERED BY THE SUBMITTAL ARE IN GENERAL CONFORMANCE WITH THE CONTRACTDOCUMENTS AND DESIGN CONCEPT, AND DOES NOT RELIEVE THE CONTRACTOR OF FULL RESPONSIBILITY FOR CORRECTFABRICATION, CONSTRUCTION, AND INSTALLATION OF STRUCTURAL WORK, AND COMPLIANCE WITH THE PLANS ANDSPECIFICATIONS.

3. SUBMIT THE NUMBER OF COPIES OF SHOP DRAWINGS THAT CONTRACTOR REQUIRES FOR DISTRIBUTION, PLUS 1 COPYWHICH WILL BE RETAINED BY ENGINEER, AND ADDITIONAL COPIES AS DIRECTED BY THE ARCHITECT. ELECTRONIC COPIESMAY BE SUBMITTED, BUT MUST BE IN ADOBE PDF FORMAT AND BOUND INTO A SINGLE ADOBE FILE FOR EACH SUBMITTAL,INCLUDING TRANSMITTAL SHEETS.

4. CONTRACTOR SHALL REVIEW STRUCTURAL SHOP DRAWINGS PRIOR TO SUBMISSION AND SHALL SO INDICATE BYCONTRACTOR'S STAMP OR CERTIFICATION. SHOP DRAWINGS SUBMITTED WITHOUT CONTRACTOR'S STAMP WILL BE SUBJECTTO REJECTION AND RETURNED WITHOUT REVIEW.

5. CONTRACTOR SHALL BE RESPONSIBLE FOR:A. CHECKING AND VERIFYING ALL MEASUREMENTS AND CONDITIONS, INCLUDING FIELD CONDITIONS AND MEASUREMENTS.B. VERIFYING INFORMATION THAT PERTAINS SOLELY TO FABRICATION PROCESSES OR MEANS, METHODS, SEQUENCES AND

PROCEDURES OF CONSTRUCTION.C. COORDINATION OF WORK WITH OTHER TRADES.D. PERFORMING ALL WORK IN A SAFE AND SATISFACTORY MANNER.

6. SUBMISSION OF STRUCTURAL SHOP DRAWINGS SHALL BE A CERTIFICATION BY CONTRACTOR THAT THE MATERIAL SUBMITTEDCAN BE PROPERLY INCORPORATED INTO THE PROJECT AND INSTALLED IN THE ALLOCATED SPACES.

7. THE CONTRACT DOCUMENTS SHALL NOT BE REPRODUCED OR REVISED IN ANY MANNER AS STRUCTURAL SHOP DRAWINGSWITHOUT PRIOR APPROVAL AND WRITTEN PERMISSION FROM THE OWNER, ARCHITECT AND STRUCTURAL ENGINEER.

8. CONTRACTOR SHALL ALLOW A MINIMUM OF 10 WORKING DAYS AFTER RECEIPT OF SHOP DRAWINGS AND SAMPLES BYSTRUCTURAL ENGINEER FOR RETURN, PLUS ADDITIONAL TIME AS MAY BE REQUIRED FOR THE ARCHITECT'S REVIEW ANDPROCESSING.

9. ENGINEER WILL REVIEW EACH SUBMITTAL A MAXIMUM OF TWO TIMES UNDER BASIC SERVICES. ADDITIONAL REVIEWS BYENGINEER DUE TO THE FAILURE OF CONTRACTOR TO SUBMIT MATERIALS THAT ARE IN ACCORDANCE WITH THESPECIFICATIONS, OR IN A MANNER WHICH DOES NOT COMPLY WITH THE PROJECT REQUIREMENTS, MAY RESULT INADDITIONAL CHARGES TO CONTRACTOR.

10. CONTRACTOR SHALL BE RESPONSIBLE FOR DELAYS CAUSED BY REJECTION OF INADEQUATE OR INCOMPLETE SHOPDRAWINGS.

014000: STRUCTURAL DESIGN CRITERIA1. DESIGN SUPERIMPOSED LIVE LOADS:

SECOND FLOOR........................... 50.0 PSFNEW MEZZANINE........................... 80.0 PSFGROUND FLOOR .........................100.0 PSFSTAIRWAYS ...................................100.0 PSF

2. ROOF AREA LIVE LOADS:Lo = 20 PSFLr = Lo (R1)(R2) (where 12 ≤ Lr ≤ 20)

R1 = 1 for At ≤ 200 S.F.R1 = 1.2 - 0.001(At) for 200 S.F. < At < 600 S.F.R1 = 0.6 for At ≥ 600 S.F.R2 = 1 for F ≤ 4R2 = 1.2 - 0.05(F) for 4 < F < 12R2 = 0.6 for F ≥ 12WHERE At = TRIBUTARY AREA SUPPORTED BY MEMBER.WHERE F = NUMBER OF INCHES OF RISE PER FOOT.

3. ROOF COLLATERAL LOAD:A. CEILINGS ............................................ 2.0 PSFB. HVAC DUCTWORK/MISC. PIPING ... 3.0 PSFC. WET SPRINKLERS ................................ 3.0 PSFD. CONCENTRATED LOADS FOR SPRINKLER MAINS SHALL BE PROVIDED TO STRUCTURAL ENGINEER WHEN DETERMINED

AND INVESTIGATED INDEPENDENTLY AND SUPPORTED AS REQUIRED.4. CONCENTRATED LOADS:

A. CONCENTRATED LOADS FOR MECHANICAL EQUIPMENT OR OTHER ITEMS TO BE SUPPORTED ON OR FROM THE ROOFOR FLOOR STRUCTURES HAVE BEEN INDICATED ON THE STRUCTURAL DRAWINGS. NO OTHER LOADS SHALL BE PLACEDON OR HUNG FROM THE ROOF OR FLOOR SYSTEMS WITHOUT PRIOR NOTIFICATION OF THE STRUCTURAL ENGINEER ANDWRITTEN VERIFICATION FROM STRUCTURAL ENGINEER THAT SUCH LOADS HAVE BEEN INCORPORATED INTO THEBUILDING DESIGN.

5. DESIGN DEAD LOADS:A. THE WEIGHT OF ALL BUILDING COMPONENTS HAVE BEEN ESTIMATED IN ACCORDANCE WITH STANDARD ENGINEERING

PRACTICE, BASED ON DESIGN DRAWINGS AS PROVIDED TO STRUCTURAL ENGINEER PRIOR TO PREPARATION OFSTRUCTURAL PLANS.

B. CONTRACTOR SHALL NOTIFY ENGINEER OF ANY FIELD CHANGES TO THE ORIGINAL DESIGN WHICH MAY ALTER THEWEIGHT, LOCATION OR LOADING CHARACTERISTICS OF ANY BUILDING COMPONENT, AND SHALL OBTAIN WRITTENVERIFICATION OF THE STRUCTURAL ACCEPTABILITY OF SUCH CHANGES. APPLICABLE PROFESSIONAL FEES MAY APPLY.

6. THE SUBSURFACE INFORMATION AND FOUNDATION DESIGN ARE BASED ON LIMITED FIELD OBSERVATIONS COMMISSIONEDBY THE OWNER. BASED ON THOSE OBSERVATIONS, OWNER HAS ELECTED TO PROCEED WITH DESIGN BASED ON THEFOLLOWING ASSUMPTIONS AND CONDITIONS:A. EXISTING BUILDING IS SUPPORTED BY SOME TYPE OF DEEP FOUNDATION, POSSIBLY PIERS, EXTENDING TO ROCK AT

APPROXIMATELY 10 TO 12 FEET BELOW THE EXISTING GROUND SURFACE.B. SUPPORT OF THE NEW FOUNDATION ELEMENTS BY USE OF SIMILAR DEEP FOUNDATIONS IS PROHIBITED DUE TO THE

OVERHEAD OBSTRUCTION OF THE EXISTING BUILDING.C. EXISTING SITE/BUILDING IMPROVEMENTS WILL BE REMOVED IN THE AREAS OF NEW FOUNDATION CONSTRUCTION AND

OBSERVED BY THE GEOTECHNICAL ENGINEER. EXPOSED SUBGRADES WILL BE PROOF-ROLLED BY USE OF HEAVYEQUIPMENT, OR OTHER MEANS AS DIRECTED BY THE GEOTECHNICAL ENGINEER, AND ALL SOFT, YIELDING OROTHERWISE QUESTIONABLE MATERIALS WILL BE REMOVED AND REPLACED WITH COMPACTED ENGINEERED FILLS.

D. NEW LOAD BEARING FOUNDATION ELEMENTS WILL BE SIZED TO LIMIT THE EXPECTED SOIL BEARING VALUES TO 1,000 PSFOR LESS.

E. OWNER UNDERSTANDS AND ACCEPTS THAT SOME DIFFERENTIAL SETTLEMENT WILL OCCUR OVER TIME BETWEEN THEEXISTING AND NEW WORK, RESULTING IN DAMAGES TO FINISHES. CONTROL AND EXPANSION JOINTS WILL BEPROVIDED IN THE NEW CONSTRUCTION TO MINIMIZE SUCH DAMAGE AND TO ALLOW FOR FUTURE RECAULKING OFJOINTS.

F. SIMILARLY, OWNER UNDERSTANDS AND ACCEPTS THAT AREAS OF NON-ENGINEERED FILL AND RUBBLE UNDER AREAS OFPROPOSED CONSTRUCTION WERE EXPOSED DURING THE FIELD EXPLORATIONS REFERENCED ABOVE, AND THAT THESEAREAS MAY EXPERIENCE FURTHER SETTLEMENT WHEN SUBJECTED TO NEW LONG-TERM BUILDING LOADS.

014529: TESTING LABORATORY SERVICES1. REFER TO THE PROJECT MANUAL AND OTHER DOCUMENTS PREPARED BY THE ARCHITECT FOR ADDITIONAL INFORMATION.

IN THE CASE OF DISCREPANCIES FOR STRUCTURAL ITEMS, THE MOST RESTRICTIVE REQUIREMENTS SHALL APPLY UNLESSOTHERWISE DIRECTED AND APPROVED BY THE STRUCTURAL ENGINEER.

2. ALL INSPECTION AND TESTING SPECIFIED HEREIN SHALL BE PERFORMED BY A QUALIFIED, INDEPENDENT TESTINGLABORATORY SELECTED AND APPROVED BY THE OWNER.A. THE LAB SHALL BE QUALIFIED IN ACCORDANCE WITH:

ASTM E329: TESTING/INSPECTION OF CONSTRUCTION MATERIALSASTM D3666: TESTING/INSPECTION OF BITUMINOUS PAVING MATERIALSASTM D3740: TESTING/INSPECTION OF SOILS AND ROCKASTM C1093: TESTING UNIT MASONRYASTM A880: TESTING/INSPECTION OF STEEL

B. ALL TESTING SHALL BE PERFORMED IN ACCORDANCE WITH PERTINENT CODES AND ASTM STANDARDS.3. PAYMENT:

A. PAYMENT FOR THE INITIAL TESTING COSTS SHALL BE PAID FOR AS DIRECTED BY OWNER/ARCHITECT.B. ADDITIONAL TESTING COSTS REQUIRED DUE TO FAILURE TO MEET SPECS, FAILURE TO BE PREPARED UPON CONTRACTOR

SCHEDULED LAB/TESTING SERVICES, OR DUE TO CONTRACTOR'S ERRORS OR NEGLIGENCE SHALL BE PROVIDED BYORIGINAL TESTING LAB AND PAID FOR BY CONTRACTOR, VIA BACK CHARGES.

C. TESTING REQUIRED BY CODES OR ORDINANCES, INCLUDING OSHA, AND TESTING EXCLUSIVELY FOR CONTRACTOR'SCONVENIENCE SHALL BE THE RESPONSIBILITY OF, AND SHALL BE PAID FOR BY, THE CONTRACTOR.

4. CONTRACTOR SHALL HAVE SOLE RESPONSIBILITY TO NOTIFY THE APPROVED MATERIALS TESTING LAB AND TO SCHEDULEAND COORDINATE TESTING LABORATORY SERVICES TO VERIFY:A. EARTHWORK: INSTALLATION, MOISTURE CONDITIONING, AND COMPACTION OF THE BUILDING SUB-GRADE, BUILDING

PAD, AND OTHER RELATED BUILDING FILL AND BACKFILL.B. CONCRETE REINFORCEMENT: INSPECT ALL CONCRETE REINFORCING AND EMBEDDED ASSEMBLIES PRIOR TO

PLACEMENT OF CONCRETE. NOTIFY CONTRACTOR OF ALL INSTANCES OF NON-COMPLIANCE WITH THE CONTRACTDOCUMENTS. REPORT ALL ITEMS WHICH ARE NOT CORRECTED TO ARCHITECT/STRUCTURAL ENGINEER.

C. CONCRETE STRENGTH: REFER TO SECTION 033000: CAST-IN-PLACE CONCRETE.D. STRUCTURAL STEEL:

a. PROVIDE FIELD INSPECTION OF ALL STEEL MEMBERS, INCLUDING VISUAL INSPECTION OF ALL CONNECTIONS, WELDS,BOLTS, AND SHOP FABRICATED MEMBERS.

b. ALL FULL PENETRATION WELDS SHALL BE TESTED.c. VERIFY ALL REQUIRED WELDER'S CERTIFICATES.

E. METAL DECK: PROVIDE FIELD INSPECTION OF METAL DECK INSTALLATION AND ATTACHMENT.F. REFER TO THE SCHEDULE OF REQUIRED INSPECTIONS ON THE PLANS FOR ADDITIONAL REQUIREMENTS.

5. ALL COPIES OF COMPACTION, CONCRETE AND OTHER REQUIRED TEST RESULTS ARE TO BE SENT TO THE CONTRACTOR,ARCHITECT, OWNER, AND STRUCTURAL ENGINEER DIRECTLY FROM THE TESTING AGENCY.

031100: FORMWORK1. CONTRACTOR SHALL PERFORM FORMWORK CONSTRUCTION IN ACCORDANCE WITH THE DRAWINGS AND THESE NOTES.2. DESIGN OF FORMWORK IS THE CONTRACTOR'S RESPONSIBILITY.3. IN ADDITION TO COMPLYING WITH PERTINENT REGULATIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION,

DESIGN, ERECT, SUPPORT, BRACE AND MAINTAIN FORMWORK IN ACCORDANCE WITH ACI STANDARD 347 SO IT WILLSAFELY SUPPORT VERTICAL AND LATERAL LOADS WHICH MIGHT BE APPLIED UNTIL SUCH LOADS CAN BE SUPPORTED SAFELYBY THE CONCRETE STRUCTURE.

4. LIMIT PANEL DEFLECTION TO L/360 OF EACH COMPONENT SPAN.5. CONSTRUCT FORMS TO THE EXACT SIZES, SHAPES, LINES, AND DIMENSIONS SHOWN, AND AS REQUIRED TO OBTAIN

ACCURATE ALIGNMENT, LOCATION, GRADES, AND LEVEL AND PLUMB WORK IN THE FINISHED STRUCTURE.6. SURFACE CONDITION OF FORMWORK THAT IS TO PRODUCE A FINISH THAT WILL BE EXPOSED SHALL BE FORMED WITH

SOUND, SMOOTH PLYWOOD.7. EXCEPT FOR METAL FORMS, USE NEW MATERIALS. MATERIALS MAY BE RE-USED DURING PROGRESS OF THE WORK,

PROVIDED THEY ARE COMPLETELY CLEANED AND RECONDITIONED, RECOATED FOR EACH USE, AND CAPABLE OFPRODUCING FORMWORK OF THE REQUIRED QUALITY.

8. FORMWORK SHALL BE TREATED WITH A NON-STAINING FORM OIL OR RELEASE COMPOUND TO PREVENT ADHESION OF THEFORM TO THE CONCRETE.

9. AT ALL EXTERIOR (AND INTERIOR WHERE EXPOSED) HORIZONTAL LINES, POUR SHALL BE MADE TO THE BOTTOM OF A WOODBLOCK-OUT OR CHAMFER STRIP FASTENED TO FORMS TO PRODUCE A TRUE STRAIGHT LINE. ALL EXPOSED HORIZONTAL ANDVERTICAL EDGES SHALL BE CHAMFERED 3/4”, EXCEPT THAT BRICK LEDGES SHALL HAVE NO CHAMFER.

10. EARTH FORMS:A. EARTH CUTS AS FORMS SHALL BE ALLOWED SUBJECT TO ENGINEER'S APPROVAL, UNLESS NOTED OTHERWISE ON PLANS.

APPROVAL IS SUBJECT TO EARTHEN FORMS BEING SMOOTH, STRAIGHT AND STABLE; TO THE ABILITY TO MAINTAIN THEBOTTOM OF THE EXCAVATION CLEAN; AND TO THE ABILITY TO MAINTAIN THE DESIGN BEAM DIMENSIONS. EXCESSIVEBEAM SIZES WILL NOT BE ALLOWED.

B. ALL VISIBLY EXPOSED SURFACES SHALL BE FORMED TO A MINIMUM OF 4" BELOW FINISHED GRADE. CONTRACTORSHALL INSPECT FINAL GRADING PLANS TO ASSURE THAT PROPER DEPTH OF FORMWORK IS PROVIDED.

11. CONTRACTOR SHALL COORDINATE ANCHOR ROD LOCATIONS WITH STRUCTURAL STEEL SUBMITTALS. ALL ANCHOR RODSSHALL BE SET USING STEEL OR PLYWOOD TEMPLATES SECURELY ANCHORED TO FORMS.

12. REMOVAL OF FORMS:A. DO NOT DISTURB OR REMOVE FORMS UNTIL THE CONCRETE HAS HARDENED SUFFICIENTLY TO PERMIT FORM REMOVAL

WITH COMPLETE SAFETY, AND THE MEMBER HAS ACQUIRED SUFFICIENT STRENGTH TO SUPPORT ITS OWN WEIGHT, THELOAD UPON IT, AND THE ADDED LOAD OF CONSTRUCTION.

B. WHERE FORMWORK IS STRIPPED IN LESS THAN SEVEN (7) DAYS, CONTRACTOR SHALL ARRANGE FOR PROPER CURING INACCORDANCE WITH THE REQUIREMENTS OF SECTION 033000 - CAST-IN-PLACE CONCRETE.

C. DO NOT STRIP FLOOR SLABS IN LESS THAN TWO DAYS.D. ELEVATED STRUCTURAL SLABS AND BEAMS:

a. SUPPORT IN ACCORDANCE WITH ACI 318 CHAPTER 26 UNTIL SUCH TIME AS CONCRETE HAS REACHEDCOMPRESSIVE STRENGTH OF 80% OR MORE OF THE SPECIFIED 28-DAY COMPRESSIVE STRENGTH.

b. COMPRESSIVE STRENGTH SHALL BE VERIFIED BY TEST CYLINDERS. TEST CYLINDERS USED SOLELY TO VERIFY FORMREMOVAL STRENGTH SHALL BE IN ADDITION TO THE CYLINDERS REQUIRED BY SECTION 033000, AND SHALL BE PAIDFOR DIRECTLY BY CONTRACTOR.

E. EXERCISE CARE IN REMOVING FORMS FROM FINISHED CONCRETE SURFACES SO THAT SURFACES ARE NOT MARRED ORGOUGED, AND THAT CORNERS ARE TRUE, SHARP, AND UNBROKEN.

F. SOLIDLY PACK FORM TIE HOLES, ROD HOLES, AND SIMILAR HOLES IN THE CONCRETE.a. FOR PACKING, USE AN APPROVED CEMENT GROUT SPECIFICALLY INTENDED FOR SUCH USE.b. WHERE VISIBLE IN EXPOSED ARCHITECTURAL CONCRETE, ALL MATERIAL SHALL MATCH THE ADJACENT CONCRETE

SURFACE IN COLOR AND TEXTURE.c. FLUSH THE HOLES WITH WATER BEFORE PACKING, SCREED OFF FLUSH, AND GRIND TO MATCH ADJACENT SURFACES.

032000: CONCRETE REINFORCEMENT1. ALL CONCRETE REINFORCEMENT WORK SHALL BE IN ACCORDANCE WITH THE:

A. AMERICAN CONCRETE INSTITUTE, STANDARD 318-14: BUILDING CODE REQUIREMENT FOR STRUCTURAL CONCRETEB. AMERICAN CONCRETE INSTITUTE, PUBLICATION SP-66-04: ACI DETAILING MANUAL, INCLUDING ACI 315-99: DETAILS

AND DETAILING OF CONCRETE REINFORCEMENTINCLUDING LOCAL SUPPLEMENTS, EXCEPT WHERE CODES OF APPLICABLE REGULATORY AGENCIES OR THE CONTRACTDOCUMENTS ARE MORE RESTRICTIVE.

2. DETAILING OF CONCRETE REINFORCEMENT AND ACCESSORIES SHALL BE IN ACCORDANCE WITH ACI SP-66. BENDINGSHALL COMPLY WITH ACI 318.

3. MATERIALS:A. ALL CONCRETE REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60.B. NO REINFORCING BARS SHALL BE HEATED OR WELDED WITHOUT PRIOR CONSENT OF THE STRUCTURAL ENGINEER.C. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.D. STEEL WIRE SHALL COMPLY WITH ASTM A82. FOR TIE WIRE, COMPLY WITH FED SPEC QQ-W-461, ANNEALED STEEL,

BLACK, 16 GAGE, MINIMUM.E. BOLSTERS, CHAIRS, SPACERS, AND OTHER DEVICES FOR SPACING, SUPPORTING, AND FASTENING REINFORCEMENT IN

PLACE SHALL BE PLASTIC OR WIRE BAR TYPE SUPPORTS COMPLYING WITH CRSI RECOMMENDATIONS FOR CONCRETEPLACED OVER FORMWORK, UNLESS OTHERWISE SHOWN ON THE DRAWINGS.a. DO NOT USE WOOD OR OTHER NON-COMPLYING MATERIAL WHICH IS SUBJECT TO DETERIORATION FOR ANY

APPLICATION.b. FOR CONCRETE ON GRADE, SUPPORTING BLOCKS INTENDED SPECIFICALLY FOR REBAR SUPPORT MAY BE USED. DO

NOT USE CLAY BLOCKS OR ANY OTHER WATER ABSORBING MATERIALS.c. WHERE THE CONCRETE SURFACE WILL BE EXPOSED TO THE WEATHER IN THE FINISHED STRUCTURE OR WHERE

CONCRETE FINISHES ARE EXPOSED TO VIEW, THE PORTIONS OF ALL SUPPORTS AND ACCESSORIES IN CONTACT WITHTHE FORMWORK SHALL BE GALVANIZED, PLASTIC, OR SHALL HAVE PLASTIC-PROTECTED LEGS.

4. REINFORCING STEEL SHOP DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW PRIOR TOFABRICATION.A. SHOP DRAWINGS SHALL INCLUDE DETAILS OF BARS, ANCHORS, AND OTHER ITEMS, IF ANY, PROVIDED UNDER THIS

SECTION.B. SHOP DRAWINGS SHALL INCLUDE A PLACEMENT PLAN THAT INDICATES THE PROPER PLACEMENT OF ALL STIRRUPS, LAPS,

AND BEAM REINFORCING.C. SHOP DRAWINGS SUBMITTED WITHOUT A PROPER PLACEMENT PLAN WILL BE PROMPTLY RETURNED WITHOUT REVIEW.

5. DELIVERY AND STORAGE:A. ALL REINFORCING SHALL BE DELIVERED BUNDLED AND TAGGED TO POSITIVELY IDENTIFY EACH PIECE AS DETAILED ON

THE APPROVED SHOP DRAWINGS. USE NECESSARY PRECAUTIONS TO MAINTAIN IDENTIFICATION AFTER BUNDLES AREBROKEN.

B. STORE ABOVE GROUND IN A MANNER TO PREVENT EXCESSIVE RUSTING AND FOULING WITH DIRT, GREASE, AND OTHERBOND-BREAKING COATINGS.

6. CONCRETE PROTECTION FOR REINFORCEMENT IN CAST-IN-PLACE CONCRETE:A. UNLESS NOTED OTHERWISE ON PLANS, PROVIDE THE FOLLOWING CLEARANCES FOR ALL REINFORCING STEEL.

a. PIERS ............................................. 3” SIDES, 6” BOTTOMb. GRADE BEAMS ............................. 3” BOTTOM, 2” SIDES, 2” TOPc. SLABS ON GRADE ........................ 2” FROM TOPd. PILASTERS ...................................... 2” SIDES, 2” TOPe. SUSPENDED SLABS ....................... SEE DETAILS

B. SEE SECTION 20.6.1, ACI 318 FOR CONDITIONS NOT NOTED.7. REINFORCING DETAILS:

A. REINFORCING ORIENTATION AND PLACEMENT IS CRITICAL AND SHALL BE AS INDICATED ON THE PLANS. CONTRACTORSHALL REVIEW SHOP DRAWINGS PRIOR TO SUBMISSION TO ENSURE PROPER DETAILING.

B. GRADE BEAM REINFORCING IS TO BE “CONTINUOUS” WITH CLASS “B” LAP AT SPLICES.C. BOTTOM BARS SHALL BE SPLICED OVER SUPPORTS OR INTERSECTING BEAMS AND TOP BARS SHALL BE SPLICED AT

MID-SPAN OF GRADE BEAMS.D. PROVIDE ACI STANDARD 90 DEGREE HOOKS AT DISCONTINUOUS ENDS OF TOP BARS. ORIENT HOOKS AS SHOWN ON

PLANS.E. PROVIDE NO. 5 BARS BY SIX-FOOT WITH A 90 DEGREE BEND AT THE CENTER IN THE OUTSIDE FACE OF ALL BEAMS AT

CORNERS, ONE AT EACH LAYER OF REINFORCEMENT AND AT 6" O.C. BETWEEN.F. PROVIDE (2) #4 X 4'-0” DIAGONALLY AT THE CENTER OF THE SLAB AT CORNERS OF OPENINGS AND RE-ENTRANT

CORNERS IN SLABS, EXCEPT WHERE CONTROL JOINTS WILL BE INSTALLED.G. DOWELS SHALL PROJECT 36 BAR DIAMETERS UNLESS SHOWN OTHERWISE.

8. FABRICATION:A. IN CASE OF FABRICATING ERRORS, DO NOT STRAIGHTEN OR RE-BEND REINFORCEMENT IN A MANNER THAT WILL

WEAKEN OR INJURE THE MATERIAL.B. REINFORCEMENT WITH ANY OF THE FOLLOWING DEFECTS WILL NOT BE ACCEPTABLE:

a. BAR LENGTHS, DEPTHS, AND/OR BENDS EXCEEDING THE SPECIFIED FABRICATION TOLERANCES.b. BENDS OR KINKS NOT SHOWN ON THE DRAWINGS;c. BARS WITH REDUCED CROSS-SECTION DUE TO EXCESSIVE RUSTING OR OTHER CAUSE.

C. FABRICATE REINFORCEMENT TO THE REQUIRED SHAPES AND DIMENSIONS, WITHIN FABRICATION TOLERANCES STATED INTHE CRSI “MANUAL OF STANDARD PRACTICES”.

9. PLACING OF REINFORCEMENT SHALL BE AS FOLLOWS:A. CLEAN REINFORCEMENT AND REMOVE EXCESSIVE MUD, MILL SCALE, EARTH, LOOSE OR FLAKY RUST, AND OTHER

MATERIALS WHICH REDUCE BOND OR DESTROY BOND WITH CONCRETE.B. ALL REINFORCING BARS SHALL BE ADEQUATELY SUPPORTED AND WIRED TOGETHER TO PREVENT DISPLACEMENT BY

CONSTRUCTION LOADS OR THE PLACING OF CONCRETE.C. PROVIDE BAR CHAIRS AND SPACERS AT 4'-0” ON CENTER MAXIMUM FOR ALL SLABS AND BEAMS.D. WHERE THE CONCRETE SURFACE WILL BE EXPOSED TO THE WEATHER IN THE FINISHED STRUCTURE OR WHERE CONCRETE

FINISHES ARE EXPOSED TO VIEW, THE PORTIONS OF ALL SUPPORTS AND ACCESSORIES IN CONTACT WITH THEFORMWORK SHALL BE GALVANIZED, PLASTIC, OR SHALL HAVE PLASTIC-PROTECTED LEGS.

E. WELDED WIRE FABRIC SHALL HAVE ONE MESH PLUS WIRE THICKNESS SIDE LAPS, AND TWELVE-INCH END LAPS.F. PLACE REINFORCEMENT TO OBTAIN MINIMUM COVERAGES FOR CONCRETE PROTECTION.G. SET WIRE TIES SO TWISTED ENDS ARE DIRECTED AWAY FROM EXPOSED CONCRETE SURFACES. ALL WIRE TIES IN SLABS

SHALL BE “KNOCKED DOWN” PRIOR TO PLACEMENT OF CONCRETE.H. DO NOT PLACE REINFORCING BARS MORE THAN 2” BEYOND LAST LEG OF ANY CONTINUOUS BAR SUPPORT.I. WHERE REINFORCING STEEL IS CALLED OUT TO BE INSTALLED AT "X" INCHES ON CENTER, ENSURE THAT ONE BAR AT EACH

END OF THE AREA IS LOCATED WITHIN 3" OF THE EDGE OF SLAB, BEAM, OR CONCRETE. THE REMAINING BARS MUST BEINSTALLED AT A SPACING NOT GREATER THAN THE SPECIFIED SPACING.

J. DO NOT USE SUPPORTS AS BASES FOR RUNWAYS FOR CONCRETE CONVEYING EQUIPMENT AND SIMILARCONSTRUCTION LOADS.

033000: CAST-IN-PLACE CONCRETE (CONT.)6. MIXING CONCRETE:

A. CONCRETE SHALL BE FURNISHED BY A READY-MIX CONCRETE PLANT APPROVED BY THE ENGINEER. ALL CONCRETESHALL BE OBTAINED FROM THE SAME BATCH PLANT.

B. TRANSIT MIX THE CONCRETE IN ACCORDANCE WITH PROVISIONS OF ASTM C94-15: STANDARD SPECIFICATION FORREADY-MIXED CONCRETE.

C. DO NOT USE CONCRETE THAT HAS STOOD FOR OVER 30 MINUTES AFTER LEAVING THE MIXER, OR CONCRETE THAT ISNOT PLACED WITHIN 300 DRUM REVOLUTIONS OR 60 MINUTES (90 MINUTES IF ATMOSPHERIC TEMPERATURE IS LESS THAN90 DEGREES F) AFTER WATER IS FIRST INTRODUCED INTO THE MIX, WHICHEVER COMES FIRST.

D. MIX NOT LESS THAN FIVE MINUTES AFTER ADDITIONAL WATER HAS BEEN ADDED, AND NOT LESS THAN ONE MINUTE OFTHAT TIME IMMEDIATELY PRIOR TO DISCHARGE OF THE BATCH. UNLESS OTHERWISE DIRECTED, PROVIDE 15 MINUTESTOTAL MIXING TIME PER BATCH AFTER FIRST ADDITION OF WATER.

7. PLACING CONCRETE:A. PREPARATION:

a. REMOVE FOREIGN MATTER ACCUMULATED IN THE FORMS.b. RIGIDLY CLOSE OPENINGS LEFT IN THE FORMWORK.c. WET WOOD FORMS SUFFICIENTLY TO TIGHTEN UP CRACKS. WET OTHER MATERIAL SUFFICIENTLY TO MAINTAIN

WORKABILITY OF THE CONCRETE.d. USE ONLY CLEAN TOOLS.e. PRIOR TO PLACING CONCRETE, REMOVE WATER FROM THE EXCAVATION BY PUMPING OR OTHER MEANS

APPROVED BY ENGINEER.B. SHORING MEMBERS SHALL BE OF SUFFICIENT NUMBER AND SHALL BE SO ARRANGED TO PREVENT MOVEMENT OF

CONCRETE FORMWORK DURING OR AFTER CONCRETE PLACEMENT.C. CONVEYING:

a. PERFORM CONCRETE PLACING AT SUCH A RATE THAT CONCRETE WHICH IS BEING INTEGRATED WITH FRESHCONCRETE IS STILL PLASTIC.

b. DEPOSIT CONCRETE AS NEARLY AS PRACTICABLE IN ITS FINAL LOCATION SO AS TO AVOID SEPARATION DUE TORE-HANDLING AND FLOWING.

c. DO NOT USE CONCRETE WHICH BECOMES NON-PLASTIC AND UNWORKABLE, OR DOES NOT MEET REQUIREDQUALITY CONTROL LIMITS, OR HAS BEEN CONTAMINATED BY FOREIGN MATERIALS.

d. REMOVE REJECTED CONCRETE FROM THE JOB SITE.D. PLACING CONCRETE SLABS:

a. SPECIFIED THICKNESSES ARE MINIMUM. ACTUAL THICKNESS SHALL NOT EXCEED -3/4 INCH FOR ANY SAMPLE, OR-3/8 INCH FOR THE AVERAGE OF ALL SAMPLES, WHEN SAMPLED ACCORDING TO THE REQUIREMENTS OF ACI 117.

b. SLAB CONCRETE SHALL BE PLACED IN LARGE BLOCKS OR STRIP PLACEMENTS. CHECKERBOARD PLACEMENTSEQUENCES ARE NOT ALLOWED.

c. DEPOSIT AND CONSOLIDATE CONCRETE SLABS IN A CONTINUOUS OPERATION, WITHIN LIMITS OF CONSTRUCTIONJOINTS, UNTIL THE PLACING OF A PANEL OR SECTION IS COMPLETED.

d. BRING SLAB SURFACES TO THE CORRECT LEVEL WITH A STRAIGHT EDGE, AND THEN STRIKE OFF.e. USE BULLFLOATS OR DARBIES TO SMOOTH THE SURFACE, LEAVING THE SURFACE FREE FROM BUMPS AND HOLLOWS.f. DO NOT SPRINKLE WATER ON THE PLASTIC SURFACE. DO NOT DISTURB THE SLAB SURFACE PRIOR TO START OF

FINISHING OPERATIONS.E. CONSOLIDATION:

a. CONSOLIDATE EACH LAYER OF CONCRETE IMMEDIATELY AFTER PLACING BY USE OF INTERNAL CONCRETEVIBRATORS SUPPLEMENTED BY HAND SPADING, RODDING, OR TAMPING. ALL CONCRETE WORK TO BETHOROUGHLY VIBRATED AND STRUCK TO REMOVE AIR FROM THE MIXTURE, EXCEPT CONCRETE SLABS ON GRADE.

b. STRIKE SIDES OF FORMS WITH RUBBER HAMMERS FOR ALL EXPOSED CONCRETE.c. DO NOT VIBRATE FORMS OR REINFORCEMENT.d. DO NOT USE VIBRATORS TO TRANSPORT CONCRETE INSIDE THE FORMS.

F. WEATHER CONDITIONS:a. PROTECTION: UNLESS ADEQUATE PROTECTION IS PROVIDED, CONCRETE SHALL NOT BE PLACED DURING RAIN,

SLEET OR SNOW. RAIN WATER SHALL NOT BE ALLOWED TO INCREASE THE MIXING WATER NOR TO DAMAGE THESURFACE FINISH.

b. PLACING TEMPERATURE:· COLD WEATHER - CONCRETE SHALL NOT BE PLACED IN TEMPERATURES BELOW 40 DEGREES F. COMPLY WITH

THE REQUIREMENTS AND RECOMMENDATIONS OF ACI 306.1 AND 306R.· HOT WEATHER - CONCRETE DEPOSITED IN HOT WEATHER SHALL HAVE A PLACING TEMPERATURE THAT WILL NOT

CAUSE DIFFICULTY FROM LOSS OF SLUMP, FLASH SET, OR COLD JOINTS. (APPROX. 95 DEGREES F OR LESS).COMPLY WITH THE REQUIREMENTS AND RECOMMENDATIONS OF ACI 305.1 AND 305R.

8. CONCRETE FINISHING:A. UNLESS NOTED OTHERWISE, INTERIOR OFFICE SLAB SHALL BE “CLASS 1 - EXPOSED” PER ACI 302.1R WITH NORMAL

STEEL-TROWELED FINISH. ALL SLABS SHALL BE FINISHED IN ACCORDANCE WITH ACI 301.B. CONTRACTOR SHALL VERIFY ALL SLAB FINISHES WITH FINAL ARCHITECTURAL PLANS AND SCHEDULES. WHERE SPECIAL

FLOOR FINISHES ARE SPECIFIED, COORDINATE CONCRETE MIX DESIGN, PLACEMENT, CURING AND PROTECTION DURINGCONSTRUCTION ACTIVITIES AS REQUIRED AND RECOMMENDED BY FINISH SUPPLIER/MANUFACTURER.

C. EXCEPT AS MAY BE SHOWN OTHERWISE ON THE DRAWINGS, PROVIDE THE FOLLOWING FINISHES AS THE INDICATEDLOCATIONS.a. APPLY SCRATCH FINISH TO SLAB SURFACES THAT ARE TO RECEIVE CONCRETE FLOOR TOPPING, MORTAR SETTING

BED, OR TERRAZZO.b. APPLY FLOAT FINISH TO SLAB SURFACES THAT ARE TO RECEIVE TROWEL FINISH AND OTHER FINISHES SPECIFIED

HEREINAFTER, AND TO SLAB SURFACES, WHICH ARE TO BE COVERED WITH INSULATION.c. APPLY TROWEL FINISH TO SLAB SURFACES THAT ARE TO BE EXPOSED TO VIEW, UNLESS OTHERWISE SHOWN, AND TO

SLAB SURFACES THAT ARE TO BE COVERED WITH RESILIENT FLOORING, CARPETING, PAINT, OR OTHER THIN-FILMFINISH COATING SYSTEM.

d. MONOLITHIC FINISH SHALL BE DONE BY TAMPING CONCRETE WITH SCREEN TAMPS TO FORCE THE COARSEAGGREGATE AWAY FROM THE SURFACE AFTER SCREEDING WITH STRAIGHT EDGES TO BRING THE SURFACE TO THEPROPER LEVEL. WHILE CONCRETE IS GREEN IT SHALL BE FLOATED TO A TRUE, EVEN PLANE USING SUFFICIENTPRESSURE TO BRING MOISTURE TO THE SURFACE OF THE SLAB. CONCRETE SHALL THEN BE TROWELED TO A SMOOTHUNIFORM SURFACE OF SLAB. EXTERIOR SLABS SHALL BE FINISHED AS ABOVE.

E. RANDOM TRAFFIC FLOOR FINISH TOLERANCES SHALL COMPLY WITH THE FOLLOWING, PER ASTM E1155 METHOD:a. MODERATELY FLAT ............. SOFF = 25 SOFL = 20

F. TOPS OF WALLS OR OTHER UNFORMED EXPOSED SURFACES SHALL BE EDGED AND TROWEL FINISHED.G. CHAMFER ALL EXPOSED EDGES OF CONCRETE AS DETAILED ON THE DRAWINGS.

9. CURING:A. ALL SLABS SHALL BE CURED IN ACCORDANCE WITH ACI 301 AND 308.1.B. CONCRETE MAY BE CURED BY THE APPLICATION OF A CURING/SEALER COMPOUND CONFORMING TO ASTM C309 IN

ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS, OR WATER CURE FOR A MINIMUM OF 7 DAYS.C. VERIFY COMPATIBILITY OF PROPOSED CURER/SEALER WITH ALL FLOOR FINISHES AND ADHESIVES PRIOR TO

APPLICATION. (REFER TO ARCHITECTURAL SPECIFICATIONS FOR PROPOSED FLOOR HARDENER.)D. WATER CURE SLABS FOR QUARRY TILE, FLOORS TO RECEIVE COMPOSITION FLOORING, FLOORS TO RECEIVE BONDED

TERRAZZO, AND FLOORS TO RECEIVE ANY OTHER BONDED FLOORING.10. STANDARD CONCRETE STRENGTH TEST CYLINDERS SHALL BE PREPARED AND TESTED IN ACCORDANCE WITH AMERICAN

CONCRETE INSTITUTE SPECIFICATIONS AND ASTM SPECIFICATIONS. AN INDEPENDENT TESTING LABORATORY SHALLPERFORM TESTS AND REPORT RESULTS TO THE ENGINEER, CONTRACTOR AND OWNER.A. MAKE ONE SET OF CYLINDERS (4 CYLINDERS PER SET) FOR EACH 50 CUBIC YARDS, OR PORTION THEREOF, OF

CONCRETE PLACED EACH DAY, MINIMUM ONE SET PER POUR.B. CYLINDERS SPECIFIED ABOVE ARE FOR OWNER'S USE IN DETERMINING THE ACCEPTABILITY OF THE CONCRETE.

ADDITIONAL CYLINDERS WHICH MAY BE REQUIRED FOR DETERMINATION OF FORM STRIPPING, OR CONTRACTOR'S USESHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

C. TEST ONE CYLINDER AT 7 DAYS, TWO AT 28 DAYS, AND HOLD THE FINAL CYLINDER, UNLESS NOTED OTHERWISE.D. TEST CYLINDER SHALL BE MADE FROM CONCRETE REPRESENTATIVE OF THE MATERIAL ACTUALLY PLACED. ADDITION OF

WATER, OR ANY OTHER ACTIVITY, WHICH MAY AFFECT THE PROPERTIES OF THE CONCRETE, AFTER CONCRETE FOR TESTCYLINDERS HAS BEEN OBTAINED MAY RESULT IN CONCRETE BEING REJECTED. REJECTED CONCRETE SHALL BEREMOVED AND REPLACED AT CONTRACTOR'S EXPENSE.

E. AS A MINIMUM, TESTING LAB TECHNICIAN SHALL NOTE AND RECORD:PROJECT NAME CONCRETE TEMPERATUREDATE AND TIME CONCRETE POURED AMBIENT TEMPERATUREREPORT NUMBER AIR CONTENT (IF ENTRAINED)TESTING LAB PERSONNEL CONCRETE SUPPLIERAREA OF CONCRETE PLACEMENT TRUCK NUMBERCYLINDER MARK BATCH TICKET NUMBERMIX NUMBER 28 DAY STRENGTH REQUIREMENTSLUMP WATER ADDED TO TRUCK PRIOR TO SAMPLING

F. IN ADDITION, TESTING LAB TECHNICIAN IS EXPECTED TO RECORD ANY ADDITIONAL ITEMS OBSERVED WHICH MAYAFFECT QUALITY OF CONCRETE WHILE ON SITE. THESE MAY INCLUDE, BUT ARE NOT LIMITED TO, ADDITIONAL WATERADDED AFTER SAMPLE IS OBTAINED, EXCESSIVE TIME BETWEEN INITIAL ADDITION OF WATER TO MIX AND PLACEMENT OFCONCRETE, OR OTHER IMPROPER HANDLING OF CONCRETE.

11. CONTRACTOR SHALL MAINTAIN COPIES OF ALL BATCH TICKETS ONSITE, UNTIL COMPLETION OF PROJECT, FOROBSERVATION UPON REQUEST BY OWNER, ARCHITECT OR STRUCTURAL ENGINEER.

12. JOINTS:A. JOINTS NOT SHOWN SHALL BE MADE AND LOCATED TO LEAST IMPAIR STRENGTH AND APPEARANCE OF STRUCTURE. NO

HORIZONTAL JOINTS SHALL BE PERMITTED IN CONCRETE EXCEPT WHERE THEY NORMALLY OCCUR OR WHERE NOTED.VERTICAL JOINTS SHALL OCCUR WITHIN THE CENTER ONE THIRD OF SPANS AT LOCATIONS APPROVED BY THESTRUCTURAL ENGINEER. LOWER SOFFIT SHALL CARRY THROUGH WHERE BEAMS OF VARYING DEPTHS INTERSECT.

B. SAW CUTS SHALL BE MADE AS SOON AS CONCRETE CAN BE CUT WITHOUT EXCESSIVE DAMAGE OR RAVELING,GENERALLY WITHIN 12 TO 24 HOURS OF PLACEMENT.

C. EXPANSION JOINTS: BITUMINOUS EXPANSION JOINT MATERIAL, THICKNESS AS NOTED, AND FULL DEPTH OF SLAB SHALLBE PLACED IN SLABS WHERE SHOWN ON THE PLANS AND AT THE VERTICAL SURFACE OF JOINTS WHERE SHOWN ORSPECIFIED. JOINTS SHALL BE TRUE AND STRAIGHT AND TRIMMED FLUSH AT COMPLETION OF WORK. PROVIDEREMOVABLE “ZIP” STRIPS TO ALLOW FOR PLACEMENT OF SEALANT IN FINISHED JOINT.

13. INSERTS, SLEEVES, AND BLOCK-OUTS:A. BEFORE ANY CONCRETE IS PLACED, ARCHITECTURAL, PLUMBING, MECHANICAL, AND ELECTRICAL DRAWINGS SHALL BE

THOROUGHLY INSPECTED AND BLOCK-OUTS MADE AS REQUIRED. PROVISIONS SHALL BE MADE FOR PLACING OF STEELEMBEDS AT FLASHING REGLETS, DOVETAIL ANCHOR SLOTS, AND INSERTS BY OTHER TRADES FOR PIPING, EQUIPMENT,HANGERS, METAL TIES, ANCHOR BOLTS, ANGLE GUARDS, DOWELS, THIMBLES, SLOTS, NAILING STRIPS, BLOCKINGGROUNDS AND OTHER FASTENING DEVICES REQUIRED FOR ATTACHMENT OF OTHER WORK.

B. ALL PIPE SLEEVES IN CONCRETE MEMBERS SHALL BE SCHEDULE 40, GALVANIZED STEEL PIPE OR PVC UNLESS SHOWNOTHERWISE ON THE STRUCTURAL DRAWINGS. LOCATION OF SLEEVES SHALL BE APPROVED BY THE STRUCTURALENGINEER. PROVIDE TWO ADDITIONAL STIRRUPS EACH SIDE OF EACH SLEEVE IN BEAMS, SPACED AS DIRECTED BYENGINEER.

C. ALL PIPE PENETRATIONS SHALL BE WRAPPED WITH A SUITABLE PROTECTIVE SHEATHING OR WRAPPING WHICH WILLWITHSTAND REACTION FROM CONCRETE LIME OR ACID AND ALLOW FOR MOVEMENT OF EXPANSION ANDCONTRACTION OF PIPING. MINIMUM MATERIAL WALL THICKNESS SHALL BE 0.025 INCHES.

051200: STRUCTURAL STEEL1. REFER TO THE PROJECT MANUAL AND OTHER DOCUMENTS PREPARED BY THE ARCHITECT FOR ADDITIONAL

INFORMATION. IN THE CASE OF DISCREPANCIES FOR STRUCTURAL ITEMS, THE MOST RESTRICTIVE REQUIREMENTS SHALLAPPLY UNLESS OTHERWISE DIRECTED AND APPROVED BY THE STRUCTURAL ENGINEER.

2. ALL STRUCTURAL STEEL WORK SHALL BE IN ACCORDANCE WITH THE:A. AMERICAN INSTITUTE OF STEEL CONSTRUCTION, 360-10: SPECIFICATION FOR STRUCTURAL STEEL BUILDINGSB. AMERICAN INSTITUTE OF STEEL CONSTRUCTION, 303-10: CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS

AND BRIDGESINCLUDING LOCAL SUPPLEMENTS, EXCEPT WHERE CODES OF APPLICABLE REGULATORY AGENCIES OR THECONTRACT DOCUMENTS ARE MORE RESTRICTIVE.

3. ALL STRUCTURAL STEEL SHALL BE FABRICATED IN A MANUFACTURING FACILITY OPERATED IN GENERAL ACCORDANCEWITH THE RECOMMENDATIONS OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION, CATEGORY STD STANDARDFOR STEEL BUILDING STRUCTURES.

4. ALL STEEL DETAILING, FABRICATION, AND ERECTION SHALL BE PERFORMED IN ACCORDANCE WITH THESPECIFICATIONS OF THE AISC 303 AND ANSI/AISC 360, UNLESS NOTED OTHERWISE.

5. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE TEMPORARY BRACING TO ASSURE STRUCTURALSTABILITY DURING CONSTRUCTION.

6. SUBMIT SHOP AND ERECTION DRAWINGS FOR ALL STRUCTURAL STEEL WORK FOR THE ENGINEER'S REVIEW PRIOR TOFABRICATION.

7. STRUCTURAL STEEL SHOP DRAWINGS SHALL NOT BE LIMITED TO THE DETAILING OF NEW MATERIAL ONLY.A. IN ADDITION TO THE DETAILING OF SHOP FABRICATION, THE SHOP DRAWINGS SHALL ADEQUATELY DETAIL ALL

FIELD CONNECTIONS.B. ALL EXISTING MEMBER SIZES WHICH ARE CONFIGURED AS PART OF THE CONNECTION SHALL BE PROPERLY NOTED

ON THE SHOP DRAWINGS.C. SHOW WELD SIZES, INCLUDING LENGTHS AND LOCATIONS, FOR WELDED CONNECTIONS.D. SHOW BOLT SIZES, GRADES, AND LOCATIONS FOR ALL BOLTED CONNECTIONS.

8. VERIFY ALL DIMENSIONS REQUIRED FOR FABRICATION AND ERECTION, INCLUDING FIELD MEASUREMENT WHEREAPPLICABLE. FABRICATOR AND ERECTOR SHALL BE RESPONSIBLE FOR PROPER FIT-UP OF FRAMING.

9. ALL APPROVED OPENINGS AND SLEEVES, IF ANY, IN STRUCTURAL STEEL MEMBERS ARE NOTED ON THE STRUCTURALPLANS AND SHALL BE SHOP CUT ONLY. FIELD CUTTING OF STRUCTURAL MEMBERS IS NOT PERMITTED UNLESS APPROVEDIN ADVANCE BY THE STRUCTURAL ENGINEER.

10. ALL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, 50 KSI.11. ALL STRUCTURAL PIPE SHALL CONFORM TO ASTM A53, TYPE E OR S, GRADE B, Fy = 35 KSI.12. ALL HOLLOW STEEL TUBING SHALL CONFORM TO ASTM A500, GRADE B, Fy = 46 KSI OR ASTM A1085, Fy = 50 KSI.13. ALL OTHER STRUCTURAL STEEL, INCLUDING PLATE AND SHEET MATERIAL, SHALL CONFORM TO ASTM A36, Fy = 36 KSI.14. ANCHOR RODS SHALL CONFORM TO ASTM F-1554, GRADE 36 OR 55 (UNLESS NOTED OTHERWISE). ALL COLUMN

ANCHOR RODS SHALL BE PROVIDED WITH DOUBLE NUTS FOR LEVELING AND SHALL BE FULLY GROUTED.15. ALL BOLTED CONNECTIONS SHALL BE IN ACCORDANCE WITH THE “SPECIFICATION FOR STRUCTURAL JOINTS USING

ASTM A325 OR A490 BOLTS” AND SHALL USE ASTM A325-X OR A325-N BOLTS WITH ASTM A563 NUTS AND ASTMF436 WASHERS.A. HARDENED WASHERS SHALL BE PROVIDED ON NUT SIDE OF BOLT FOR TORQUING AS REQUIRED. WASHERS SHALL

BE USED UNDER THE BOLT HEAD AND NUT WHEN OVERSIZE HOLES OR SLOTTED HOLES OCCUR IN THE OUTSIDEPLATES OF A JOINT.

16. UNLESS OTHERWISE NOTED, BOLTED CONNECTIONS SHALL USE “SNUG-TIGHTENED” JOINTS. SNUG TIGHT ISCONSIDERED THE TIGHTNESS ATTAINED WITH A FEW IMPACTS OF AN IMPACT WRENCH, OR THE FULL EFFORT OF ANIRON WORKER USING AN ORDINARY SPUD WRENCH TO BRING THE CONNECTED PLIES INTO FIRM CONTACT.

17. CONNECTIONS NOT DETAILED ON THE DRAWINGS SHALL BE SELECTED FROM TABLE 10-3 OF THE AISC MANUAL OFSTEEL CONSTRUCTION. FOR BOLTED ERECTION, TABLES 10-1 AND/OR 10-2 MAY BE USED WHEN REQUIRED FORERECTION. UNLESS NOTED OTHERWISE, THE BEAM-TO-BEAM AND BEAM-TO-COLUMN CONNECTIONS SHALL DEVELOPTHE SHEAR CAPACITY OF THE CONNECTED BEAM. THE SHEAR CAPACITY SHALL BE EQUAL TO 55 PERCENT OF THETOTAL ALLOWABLE UNIFORM LOAD AS GIVEN IN TABLE 3-6, “MAXIMUM TOTAL UNIFORM LOADS”, OF THE AISCMANUAL OF STEEL CONSTRUCTION. (FOURTEENTH EDITION, 2011 - U.N.O.)

18. SCHEMATIC CONNECTION DETAILS HAVE BEEN PROVIDED AS AN AID TO THE STRUCTURAL STEEL FABRICATOR INDETAILING THE MAJORITY OF CONNECTIONS. THE STEEL FABRICATOR MAY, AT HIS OPTION, DETAIL CONNECTIONS INA MODIFIED MANNER OTHER THAN SHOWN. HOWEVER, FINAL CONNECTION DETAILS SHALL BE SUBJECT TO THEENGINEER'S APPROVAL.

19. ALL STRUCTURAL STEEL SHALL BE CLEANED PER SSPC-SP2 AND SHALL RECEIVE FABRICATOR'S STANDARD LEAD ANDCHROMATE FREE RUST INHIBITING SHOP COAT OF PAINT, U.N.O. EXCEPT WHERE EMBEDDED IN CONCRETE ORMORTAR, LOCATIONS TO BE FIELD WELDED OR TO RECEIVE FIRE-RESISTIVE MATERIALS, OR WHICH ARE TO BEGALVANIZED. WHERE PERMANENTLY EXPOSED, STEEL SHALL BE PREPARED PER SSPC-SP6 PRIOR TO PAINTING.

20. WHERE INDICATED ON PLANS, STRUCTURAL STEEL, INCLUDING PLATE AND SHEET MATERIAL, SHALL BE HOT DIPGALVANIZED IN ACCORDANCE WITH ASTM A123/A153 AFTER FABRICATION. ALL JOINTS NOT REQUIRINGSTRUCTURAL WELDING SHALL BE SEAL WELDED WITH 1/8” WELDS PRIOR TO GALVANIZING.

21. SPLICING OF STRUCTURAL STEEL MEMBERS WHERE NOT DETAILED SHALL NOT BE ALLOWED WITHOUT PRIOR APPROVALOF THE STRUCTURAL ENGINEER.

22. ALL BEAMS SHALL BE CAMBERED UPWARD THE DESIGNATED AMOUNTS SHOWN ON PLANS. BEAMS WITHOUT ASPECIFIED CAMBER SHALL BE ORIENTED SUCH THAT ANY INCIDENTAL MILL CAMBER IS UPWARD AND/OR AWAY FROMBUILDING LINES.

23. ALL WELDING SHALL CONFORM TO STANDARDS OF THE AMERICAN WELDING SOCIETY, AWS D1.1. ELECTRODES FORALL FIELD AND SHOP WELDING SHALL CONFORM TO AWS A5.1-75 (CLASS 70).A. ALL WELD SIZES NOT SHOWN SHALL BE AWS MINIMUM.B. FILLET WELDS NOT SPECIFIED AS TO LENGTH SHALL BE CONTINUOUS.C. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS.

24. ALL STRUCTURAL STEEL ERECTION SHALL BE SET ACCURATELY IN LOCATIONS AND TO ELEVATIONS INDICATED ONPLANS, AND ACCORDING TO AISC 303 AND ANSI/AISC 360.A. COMPLY WITH THE REQUIREMENTS OF OSHA CONSTRUCTION STANDARD 29 CFR 1926, SUBPART R.B. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE TEMPORARY BRACING TO ASSURE STRUCTURAL

STABILITY DURING CONSTRUCTION.033000: CAST-IN-PLACE CONCRETE1. ALL CAST-IN-PLACE STRUCTURAL CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE:

A. AMERICAN CONCRETE INSTITUTE, STANDARD 117-10: SPECIFICATIONS FOR TOLERANCES FOR CONCRETECONSTRUCTION AND MATERIALS

B. AMERICAN CONCRETE INSTITUTE, STANDARD 301-10: SPECIFICATIONS FOR STRUCTURAL CONCRETEC. AMERICAN CONCRETE INSTITUTE, STANDARD 302.1R-15: GUIDE TO CONCRETE FLOOR AND SLAB CONSTRUCTIOND. AMERICAN CONCRETE INSTITUTE, STANDARD 305.1-14: SPECIFICATION FOR HOT WEATHER CONCRETINGE. AMERICAN CONCRETE INSTITUTE, STANDARD 305R-10: GUIDE TO HOT WEATHER CONCRETINGF. AMERICAN CONCRETE INSTITUTE, STANDARD 306.1-90: STANDARD SPECIFICATION FOR COLD WEATHER CONCRETINGG. AMERICAN CONCRETE INSTITUTE, STANDARD 306R-10: GUIDE TO COLD WEATHER CONCRETINGH. AMERICAN CONCRETE INSTITUTE, STANDARD 308.1-11: SPECIFICATION FOR CURING CONCRETEI. AMERICAN CONCRETE INSTITUTE, STANDARD 318-14: BUILDING CODE REQUIREMENT FOR STRUCTURAL CONCRETEINCLUDING LOCAL SUPPLEMENTS, EXCEPT WHERE CODES OF APPLICABLE REGULATORY AGENCIES OR THE CONTRACTDOCUMENTS ARE MORE RESTRICTIVE.

2. ALL MIXING, TRANSPORTING, PLACING AND CURING OF CONCRETE SHALL BE PERFORMED IN ACCORDANCE WITH THERECOMMENDATIONS OF THE AMERICAN CONCRETE INSTITUTE.A. ALL CONCRETE DETAILING AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI 301, UNLESS NOTED OTHERWISE.B. ALL CONCRETE CONSTRUCTION SHALL COMPLY WITH ACI-117, EXCEPT AS MAY BE MODIFIED IN THESE DOCUMENTS.

3. NOTIFY STRUCTURAL ENGINEER AND THE APPROVED MATERIALS TESTING LABORATORY A MINIMUM OF 48 HOURS INADVANCE OF CONCRETE PLACEMENT.A. DO NOT COMMENCE PLACEMENT OF CONCRETE UNTIL REINFORCEMENT HAS BEEN REVIEWED AND APPROVED BY AN

APPROVED INSPECTION AGENCY. (STRUCTURAL ENGINEER MAY NOT BE PRESENT AT ALL CONCRETE PLACEMENT,HOWEVER PROPER NOTICE IS REQUIRED REGARDLESS.)

B. FAILURE TO PROVIDE PROPER NOTICE AND/OR PLACEMENT WITHOUT PROPER OBSERVATION MAY RESULT IN REMOVALAND REPLACEMENT OF REINFORCING OR CONCRETE AT CONTRACTOR'S EXPENSE.

4. PROVIDE SUBMITTALS FOR ALL CONCRETE MATERIALS.A. SUBMITTALS SHALL INCLUDE MIX DESIGNS FOR EACH TYPE OF CONCRETE REQUIRED AND CURRENT (LESS THAN 24

MONTHS OLD) TEST RESULTS FOR EACH REQUIRED MIX DESIGN.5. CONCRETE:

A. CONCRETE IN THE FOLLOWING AREAS SHALL HAVE SAND AND GRAVEL AGGREGATE, TYPE 1 OR TYPE 2 PORTLANDCEMENT CONFORMING TO ASTM C150, AND THE FOLLOWING DESIGNATED COMPRESSIVE STRENGTH (F'c) IN 28 DAYSAND MINIMUM EXPOSURE CLASS (PER ACI 318 TABLE 19.3.1.1):a. ELEVATED SLABS ................. 4,000 PSI CLASS F0

B. FLY ASH COMPLYING WITH ASTM C618, CLASS F, MAY BE USED AT CONTRACTOR'S OPTION FOR CONCRETE BATCHDESIGNS PROVIDED THAT FLY ASH DOES NOT EXCEED 20 PERCENT OF THE TOTAL WEIGHT OF CEMENTITIOUS MATERIALUSED IN THE BATCH.a. CONTRACTOR SHALL CONFIRM ALL CONCRETE FINISH REQUIREMENTS WITH ARCHITECTURAL PLANS AND

SPECIFICATIONS, AND SHALL COORDINATE CONCRETE MIX DESIGN WITH THE REQUIREMENTS ANDRECOMMENDATIONS OF THE FINISH MANUFACTURER, SUBJECT TO APPROVAL OF THE ENGINEER.

C. MINIMUM CEMENTITIOUS MATERIAL CONTENTS FOR CONCRETE FLOOR SHALL BE PER TABLE 8.4.1B OF ACI 302.1R.MINIMUM PORTLAND CEMENT MATERIALS CONTENT FOR TROWEL FINISHED SURFACES SHALL BE 400 LBS/CY.

D. AGGREGATE SHALL CONFORM TO ASTM C33, NORMAL WEIGHT.a. FINE AGGREGATE SHALL BE GRADED IN ACCORDANCE WITH TABLE 8.5.1 OF ACI 302.1R.b. NOMINAL MAXIMUM AGGREGATE SIZE SHALL BE PER SECTION 26.4.2.1 OF ACI 318. IN GENERAL, THE LARGEST

PRACTICAL-SIZE AGGREGATE SHALL BE USED.c. MAXIMUM SIZE OF COARSE AGGREGATE SHALL BE 1-1/2”.d. AGGREGATE FOR MASONRY FILL SHALL BE PEA GRAVEL MIX.

E. WATER SHALL BE CLEAN, POTABLE, AND FREE FROM OILS, ACIDS, ALKALIS, SALTS, ORGANIC MATERIALS OR OTHERSUBSTANCES DELETERIOUS TO CONCRETE OR REINFORCEMENT.

F. AIR ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C260 AND SHALL BE PROVIDED ONLY IN CONCRETE EXPOSEDTO FREEZE-THAW CYCLES, SEVERE WEATHERING OR DEICER CHEMICALS. DO NOT PROVIDE AIR IN SURFACES TO BETROWEL FINISHED.a. AIR CONTENT, WHEN PROVIDED, SHALL BE PER TABLE 19.3.3.1 OF ACI 318 FOR THE APPLICABLE EXPOSURE CLASS.

DELIVERED TOLERANCE SHALL BE +/- 1.5 PERCENT.G. OTHER ADMIXTURES SHALL CONFORM TO ASTM C494.H. CALCIUM CHLORIDE OR ADMIXTURES CONTAINING CHLORIDE ION OTHER THAN IMPURITIES IN ADMIXTURE INGREDIENTS

SHALL NOT BE USED. THE AMOUNT OF FREE CALCIUM CHLORIDE SHALL NOT EXCEED 0.1 PERCENT BY WEIGHT OFCEMENT.

I. MAXIMUM WATER/CEMENTITIOUS MATERIAL RATIOS SHALL BE 0.50.J. SLUMP, PRIOR TO INCLUDING WATER REDUCTION ADMIXTURES OR PLASTICIZERS, SHALL BE:

a. ELEVATED SLABS ................ 5” MAX, 3” MINK. SLUMP VALUES ARE ABSOLUTE. SLUMPS MUST FALL WITHIN THE SPECIFIED RANGES. THERE IS NO “PLUS” TOLERANCE

ABOVE THE INDICATED MAXIMUM. CONCRETE WHICH EXCEEDS THE SPECIFIED SLUMP SHALL NOT BE ACCEPTED.

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053100: METAL DECK1. ALL METAL DECK SHALL CONFORM TO ANSI/SDI-NC1.0 “STANDARD FOR NON-COMPOSITE STEEL FLOOR DECK” AND

REQUIREMENTS OF THE STEEL DECK INSTITUTE (SDI) DESIGN MANUAL AND SHALL BE FABRICATED BY A MEMBER FIRM OF THESTEEL DECK INSTITUTE.

2. ALL LOADS INDICATED ON PLANS AND SPECIFICATIONS ARE BASED ON ALLOWABLE STRESS DESIGN (ASD).3. PROVIDE COMPLETE SUBMITTALS FOR ALL METAL DECK AND ACCESSORIES, INCLUDING:

A. INSTALLATION DRAWINGS SHOWING DECK LAYOUT AND ALL ACCESSORIES, INCLUDING INSTALLATION DETAILS.B. CATALOG DATA OR INDEPENDENT EVALUATION REPORTS ON DECK, INCLUDING PROFILE DIMENSIONS, THICKNESS,

PHYSICAL PROPERTIES, AND FINISH.C. MANUFACTURER'S INSTALLATION INSTRUCTIONS AND PRODUCT DATA SHEETS, CATALOG DATA, OR INDEPENDENT

EVALUATION REPORTS FOR MECHANICAL FASTENERS - IF USED.4. STEEL FLOOR DECK FOR NEW MEZZANINES SHALL BE 1.0” DEEP, 24 GAUGE, TYPE “C”, NON-COMPOSITE FLOOR DECK AS

MANUFACTURED BY VULCRAFT, OR APPROVED EQUAL. DECK SHALL BE GALVANIZED PER ASTM A653-94, G60.A. MINIMUM POSITIVE DECK SECTION MODULUS SHALL BE 0.098 INCHES3 PER FOOT.B. MINIMUM NEGATIVE DECK SECTION MODULUS SHALL BE 0.103 INCHES3 PER FOOT.C. TOTAL SLAB THICKNESS SHALL BE 4” FROM BOTTOM OF METAL DECK TO TOP OF CONCRETE.D. METAL DECK SHALL BE CONTINUOUS OVER 3 OR MORE SUPPORTS WHERE POSSIBLE.E. MINIMUM BEARING OF 2” SHALL BE PROVIDED FOR ALL DECK.F. ATTACHMENT TO STEEL JOISTS SHALL BE BY MEANS OF 5/8” PUDDLE WELDS AT 12” ON CENTER ALONG INTERMEDIATE

SUPPORTS AND DECK EDGES. ALL WELDING SHALL BE IN ACCORDANCE WITH ANSI/ANS D1.3 - STRUCTURE WELDINGCODE - SHEET STEEL.

G. DECK UNITS WITH SPANS GREATER THAN FIVE FEET SHALL HAVE SIDE LAPS AND PERIMETER EDGES FASTENED ATMID-SPAN OR 36” INTERVALS, WHICHEVER IS SMALLER.

H. CONCRETE SHALL BE PER 033000: CAST-IN-PLACE CONCRETE.I. REINFORCE CONCRETE DECK WITH 4x4-W2.9x2.9 WWM, CHAIRED TO PROVIDE SPECIFIED CONCRETE COVER. PROVIDE

A 6'-0” WIDE ADDITIONAL LAYER OF WWM CENTERED OVER ALL INTERIOR SUPPORTS SPANNING PARALLEL TO DECKSPAN. LAY EXTRA MESH OVER TYPICAL REINFORCING AND PROVIDE MINIMUM 3/4" OF CONCRETE COVER.

J. CLOSURE PLATES SHALL BE 14 GAGE, GALVANIZED DECK WITH 1/2" RETURN, OR GREATER, AS REQUIRED BY ANSI/SDIC-2011, ATTACHMENT 1. WELD TO SUPPORTS AT 12” ON CENTER.

5. ALL METAL DECK DELIVERY, STORAGE, INSTALLATION AND INSPECTION SHALL CONFORM TO THE MANUFACTURER'SRECOMMENDATIONS AND THE PROVISIONS OF THE ANSI/SDI QA/QC - 2011 “STANDARD FOR QUALITY CONTROL ANDQUALITY ASSURANCE FOR INSTALLATION OF STEEL DECK”.A. PROTECT STEEL DECK FROM CORROSION, DEFORMATION, AND OTHER DAMAGE DURING DELIVERY, STORAGE AND

HANDLING.B. DECK BUNDLES SHALL BE STORED WITH ONE END ELEVATED TO PROVIDE DRAINAGE, AND MUST BE PROTECTED

AGAINST CONDENSATION WITH A VENTILATED WATERPROOF COVERING. STACK SO THERE IS NO DANGER OF TIPPING,SLIDING, ROLLING, SHIFTING OR MATERIAL DAMAGE.

C. BUNDLES PLACED ON THE BUILDING FRAME SHALL BE LOCATED SO AS NOT TO OVERLOAD THE STRUCTURE. PROVIDETEMPORARY SUPPORT IF REQUIRED.

6. PROVIDE ALL CLOSURES, FILLERS, RIDGE AND VALLEY PLATES, FLAT PLATES AT CHANGES OF DECK DIRECTION, AND ASOTHERWISE REQUIRED FOR A COMPLETE INSTALLATION.

7. PROVIDE DECK SUPPORT AT ALL DISCONTINUOUS EDGES OF STEEL DECK. MINIMUM SIZE SHALL BE ANGLE 3x3x3/16CONTINUOUS OR LARGER AS REQUIRED BY DIMENSIONS OR ARCHITECTURAL DETAILS. SUPPORT PROVIDED SHALL ALLOWFOR FULL BEARING AND ATTACHMENT OF THE BOTTOM RIB OF THE DECK TO SUPPORT.A. WHERE DECK CANNOT BE SUPPORTED OVER THE MINIMUM NUMBER OF SPANS SHOWN ABOVE, DECK MANUFACTURER

SHALL PROVIDE HEAVIER GAGE DECK PROPERLY DESIGNED TO SPAN THE NUMBER OF AVAILABLE SPANS.8. IMMEDIATELY PRIOR TO PLACING CONCRETE, DECK SURFACES SHALL BE CLEANED OF ALL DEBRIS, INCLUDING BUT NOT

LIMITED TO WELDING RODS, EXCESS FASTENERS, TIE WIRE, SHIPPING TAGS, TRASH OR OTHER SIMILAR ITEMS.9. ALL WORK ABOVE THE FINISHED DECK SHALL BE PERFORMED IN A MANNER SUCH THAT DECK WILL NOT BE DAMAGED BY

IMPACT OR OVERLOADING.A. THE GENERAL CONTRACTOR SHALL RETAIN OVERALL RESPONSIBILITY FOR ENSURING PROPER CONSTRUCTION METHODS

ARE FOLLOWED.B. TRADES THAT CUT UNSCHEDULED OPENINGS THROUGH DECK SHALL BE RESPONSIBLE FOR REINFORCING OPENINGS

BASED UPON AN APPROVED ENGINEERED DESIGN. COSTS OF THE DESIGN SHALL BE BORNE BY THE TRADE RESPONSIBLEFOR CUTTING THE UNSCHEDULED OPENINGS.

10. ALL WELDING SHALL BE IN ACCORDANCE WITH ANSI/ANS D1.3, STRUCTURAL WELDING CODE STEEL SHEET. EACH WELDERSHALL DEMONSTRATE AN ABILITY TO PRODUCE SATISFACTORY WELDS USING A PROCEDURE SUCH AS SHOWN IN THESDI “MANUAL OF CONSTRUCTION WITH STEEL DECK”, AND/OR AS DESCRIBED IN ANSI/ANS D1.3.

11. MECHANICAL FASTENERS, POWDER ACTUATED OR PNEUMATICALLY DRIVEN, MAY BE PERMITTED IN LIEU OF WELDING TOFASTEN DECK TO SUPPORTING FRAMING, SUBJECT TO PROVISION OF INDEPENDENT TEST DATA AND OTHERDOCUMENTATION, ACCEPTABLE TO ENGINEER, SUBMITTED TO VALIDATE THAT THE SYSTEM MEETS OR EXCEEDS THECAPACITIES OF THE SPECIFIED WELDS.A. SELF-DRILLING SCREW FASTENERS OR SCREWS WHICH REQUIRE DRILLING OF THE JOIST CHORD ARE SPECIFICALLY NOT

ALLOWED.12. EXAMINE ALL SUPPORT FRAMING AND FIELD CONDITIONS FOR COMPLIANCE WITH THE REQUIREMENTS FOR INSTALLATION

AND OTHER CONDITIONS AFFECTING PERFORMANCE OF THE WORK PRIOR TO BEGINNING INSTALLATION. DO NOTPROCEED UNTIL UNSATISFACTORY CONDITIONS HAVE BEEN CORRECTED.

13. ERECTION SHALL BE COMPLETED IN ACCORDANCE WITH ALL APPLICABLE LOCAL, STATE AND FEDERAL RULES ANDREGULATIONS, INCLUDING OSHA 29 CFR PART 1926.

055000: METAL FABRICATIONS1. PROVIDE AND INSTALL ALL MISCELLANEOUS METAL ITEMS AND FABRICATIONS AS SHOWN ON THE DRAWINGS, SCHEDULES,

DETAILS AND AS REQUIRED FOR A COMPLETE INSTALLATION.2. MISCELLANEOUS METALS MATERIALS MAY INCLUDE BUT ARE NOT LIMITED TO:

A. CONCRETE EMBEDSB. HANDRAILS AND TOE ANGLES/PLATESC. LOOSE LINTELSD. FRAMING FOR ROOF MOUNTED EQUIPMENTE. FRAMING FOR ROOF DRAINSF. LADDERS AND CAGESG. EXPANSION JOINTS AND COVERS

3. EACH ITEM SHALL BE SECURELY INSTALLED AND PROPERLY ANCHORED TO OTHER WORK.4. SUBMIT SHOP AND ERECTION DRAWINGS FOR ALL MISCELLANEOUS METAL ITEMS.5. MATERIALS:

A. STEEL BARS, PLATES, AND SHAPES SHALL CONFORM TO ASTM A36.B. CASTINGS SHALL BE OF SOFT GREY IRON, ALUMINUM, OR BRONZE.C. ALUMINUM SHAPES, PLATES, AND EXTRUSIONS SHALL BE TYPE 6061-T6.D. STAINLESS STEEL SHAPES, PLATES, AND EXTRUSIONS SHALL BE TYPE 304.

6. FASTENERS SHALL BE PROVIDED FOR ALL MATERIALS. SEPARATION OF DISSIMILAR MATERIALS SHA LL BE PROVIDED WHEREREQUIRED.A. EXPANSION ANCHORS, WHEN ALLOWED, SHALL BE HILTI KWIK-BOLT 3 OR APPROVED EQUAL.B. ADHESIVE ANCHORS SHALL BE HILTI HIT ANCHORS OR APPROVED EQUAL.C. MASONRY FASTENERS SHALL BE KWIK-CON II+ AS MANUFACTURED BY HILTI OR APPROVED EQUAL.D. METAL-TO-METAL AND METAL-TO-WOOD FASTENERS SHALL BE AS SHOWN ON THE DRAWINGS OR AS RECOMMENDED

BY THE MANUFACTURER OF THE PIECES BEING JOINED.7. ALL FERROUS METALS SHALL BE PROPERLY CLEANED PER SSPC-SP2 AND GIVEN ONE SHOP COAT OF RUST RESISTING, LEAD

AND CHROMATE FREE PRIMER, EXCEPT WHERE EMBEDDED IN CONCRETE OR MORTAR, LOCATIONS TO RECEIVEFIRE-RESISTIVE MATERIALS, LOCATIONS TO BE FIELD WELDED, OR WHICH ARE TO BE GALVANIZED.

8. ALL LOOSE LINTELS SHALL BE HOT DIP GALVANIZED.9. WHERE INDICATED TO BE GALVANIZED, ITEMS SHALL BE GALVANIZED PER ASTM A123/A153 AFTER FABRICATION. ALL

JOINTS NOT REQUIRING STRUCTURAL WELDING SHALL BE SEAL WELDED PRIOR TO GALVANIZING.

054100: COLD FORMED METAL FRAMING SYSTEMS1. REFER TO THE PROJECT MANUAL AND OTHER DOCUMENTS PREPARED BY THE ARCHITECT FOR ADDITIONAL INFORMATION.

IN THE CASE OF DISCREPANCIES FOR STRUCTURAL ITEMS, THE MOST RESTRICTIVE REQUIREMENTS SHALL APPLY UNLESSOTHERWISE DIRECTED AND APPROVED BY THE STRUCTURAL ENGINEER.

2. FURNISH AND INSTALL COLD FORMED METAL FRAMING SYSTEMS AS REQUIRED FOR A COMPLETE AND PROPERINSTALLATION. COLD FORMED METAL FRAMING SYSTEMS MAY INCLUDE:A. LOAD-BEARING INTERIOR AND EXTERIOR WALL FRAMING.B. NON-LOAD-BEARING INTERIOR AND EXTERIOR WALL FRAMING.C. FLOOR JOIST FRAMING.D. ROOF RAFTER FRAMING.E. CEILING JOIST FRAMING.F. SOFFIT FRAMING.

3. ALL COLD FORMED METAL FRAMING AND ACCESSORIES SHALL BE MANUFACTURED BY A MEMBER OF AND INACCORDANCE WITH THE REQUIREMENTS OF THE STEEL STUD MANUFACTURER'S ASSOCIATION (SSMA) OR THE STEELFRAMING INDUSTRY ASSOCIATION (SFIA).

4. ALL MATERIAL SHALL BE CERTIFIED AS “CERTIFIED CODE COMPLIANT” BY AN INDEPENDENT THIRD PARTY TESTING AGENCYMEETING THE REQUIREMENTS OF IAS AC98 AND DEMONSTRATING COMPLIANCE WITH ISO/IEC STANDARD 17020.

5. PROVIDE COMPLETE SHOP DRAWINGS AND SUBMITTALS FOR ALL COLD FORMED METAL FRAMING SYSTEMS. INCLUDE:A. LAYOUT, SPACING, SIZES, THICKNESSES AND TYPES OF COLD FORMED METAL FRAMING TO BE EMPLOYED.B. FASTENING AND ANCHORAGE DETAILS, INCLUDING MECHANICAL FASTENERS.C. REINFORCING CHANNELS, OPENING FRAMING, SUPPLEMENTAL FRAMING, STRAPPING, BRACING, BRIDGING, SPLICES,

ACCESSORIES, CONNECTION DETAILS, AND METHODS OF ATTACHMENT TO ADJOINING WORK.6. ALL PRODUCTS SHALL BE ENGINEERED TO MEET THE REQUIREMENTS OF THE 2007 EDITION OF THE AMERICAN IRON AND

STEEL INSTITUTE'S (AISI) S100-07, “NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURALMEMBERS” AND OTHER AISI STANDARDS AS REFERENCED IN SECTIONS 2210 AND 2211 OF THE 2015 INTERNATIONALBUILDING CODE (IBC).

7. WITH EACH TYPE OF COLD FORMED METAL FRAMING REQUIRED, PROVIDE MANUFACTURER'S STANDARD STEEL RUNNERS(TRACKS), BLOCKING LINTELS, CLIP ANGLES, SHOES, REINFORCEMENTS, FASTENERS, AND ACCESSORIES AS RECOMMENDEDBY MANUFACTURER FOR APPLICATIONS INDICATED, AS NEEDED TO PROVIDE A COMPLETE METAL FRAMING SYSTEM.

8. WHERE STUDS ATTACH TO STRUCTURAL MEMBERS, PROVIDE CONNECTIONS WHICH WILL ALLOW FOR VERTICAL MOVEMENTOF THE STRUCTURE WHILE SUPPORTING THE HORIZONTAL AND VERTICAL LOADS WHICH MUST BE TRANSFERRED TO THEPRIMARY STRUCTURE. REQUIRED CONNECTIONS MAY INCLUDE, BUT ARE NOT LIMITED TO, VERTICAL DEFLECTION CLIPS,SLOTTED DEFLECTION TRACK, AND/OR SINGLE AND DOUBLE DEFLECTION TRACKS.

9. FOR 16 GAGE AND HEAVIER STUDS AND JOISTS, FABRICATE COMPONENTS OF STEEL SHEET WITH A MINIMUM YIELD POINTOF 50,000 PSI.

10. FOR 16 GAGE AND HEAVIER TRACK, FABRICATE COMPONENTS OF STEEL SHEET WITH A YIELD POINT OF 50,000 PSI.11. FOR 18 GAGE AND LIGHTER STUDS, JOISTS, AND TRACK, FABRICATE COMPONENTS OF STEEL SHEET WITH A MINIMUM YIELD

POINT OF 33,000 PSI.12. ALL FRAMING AND ACCESSORIES SHALL HAVE A PROTECTIVE COATING EQUAL TO G-60 GALVANIZED FINISH.13. DEPTH, TYPE, AND GAGE OF STUDS SHALL BE AS NOTED ON THE PLANS.

A. WHERE STUDS ARE NOT IDENTIFIED ON THE PLANS, SELECT LOAD BEARING AND NON-LOAD BEARING STUDS FROMMANUFACTURER'S PUBLISHED LOAD TABLES FOR THE APPLICABLE SPANS.

B. SIZE INTERIOR STUDS FOR A MINIMUM OF 10 PSF (ASD), AND EXTERIOR STUDS FOR A MINIMUM OF 25 PSF (ASD).C. MAXIMUM STUD DEFLECTION SHALL BE:

a. L/240 FOR INTERIOR GYP. BOARD WALLS.b. L/240 FOR EXTERIOR SIDING OR EIFS VENEER.c. L/360 FOR EXTERIOR STUCCO VENEER.d. L/600 FOR EXTERIOR BRICK VENEER.

D. MINIMUM INTERIOR STUD GAGE SHALL BE 25 GAGE.E. MINIMUM DEMISING WALL STUD GAGE SHALL BE 18 GAGE.F. MINIMUM EXTERIOR STUD GAGE SHALL BE 16 GAGE.G. WHERE LOADS EXCEED THE PUBLISHED ALLOWABLE VALUES, CONTACT THE DESIGN ENGINEER FOR REQUIREMENTS, IF

NOT OTHERWISE DETAILED ON THE PLANS.14. STUDS WITH GYP. BOARD ON EACH SIDE FOR THE FULL LENGTH OF THE STUD MAY BE CONSIDERED FULLY BRACED. STUDS

WHERE GYP. BOARD DOES NOT EXTEND FULL LENGTH SHALL BE BRACED AT 48” O.C. MAX BY ACCEPTABLE MEANS.15. DELIVER, STORE AND HANDLE ALL COLD FORMED METAL FRAMING MATERIAL AND ACCESSORIES PER MANUFACTURER'S

RECOMMENDATIONS, AISI'S “CODE OF STANDARD PRACTICE”, AND AS OTHERWISE REQUIRED TO PREVENTCORROSION, MOISTURE STAINING, DEFORMATION AND OTHER DAMAGE.

16. EXAMINE ALL SUPPORTING SUBSTRATES AND SURROUNDING CONDITIONS WHICH MAY AFFECT THE WORK PRIOR TOBEGINNING INSTALLATION. DO NOT BEGIN INSTALLATION UNTIL ALL UNSATISFACTORY CONDITIONS HAVE BEENCORRECTED.

17. INSTALL ALL COLD FORMED METAL FRAMING AND RELATED COMPONENTS IN ACCORDANCE WITH ASTMC1007, “STANDARD SPECIFICATIONS FOR INSTALLATION OF LOAD BEARING (TRAVERSE AND AXIAL) STEEL STUDS ANDRELATED ACCESSORIES”, AISI S200, “NORTH AMERICAN STANDARD FOR COLD-FORMED STEEL FRAMING - GENERALPROVISIONS”, AND THE MANUFACTURER'S WRITTEN INSTRUCTIONS UNLESS MORE STRINGENT REQUIREMENTS ARE INDICATEDHEREIN.

18. ALL FRAMING AND ACCESSORIES SHALL BE INSTALLED PLUMB, SQUARE AND TRUE-TO-LINE, WITH ALL CONNECTIONSSECURELY FASTENED. MAXIMUM ALLOWABLE TOLERANCE SHALL BE 1/8” IN 10 FEET, WITH INDIVIDUAL FRAMING MEMBERSSPACED NOT MORE THAN 1/8” PLUS OR MINUS FROM PLAN DIMENSIONS.

19. PROVIDE HEADERS AND FRAMING AT OPENINGS AS REQUIRED, IN GENERAL CONFORMANCE WITH PUBLISHED INDUSTRYAND MANUFACTURER'S STANDARDS WHERE NOT OTHERWISE DETAILED ON THE PLANS.A. INSTALL HEADERS OVER OPENINGS WIDER THAN THE SPECIFIED STUD SPACING.B. WHERE SPANS EXCEED MANUFACTURER'S PUBLISHED DATA, CONTACT DESIGN ENGINEER FOR REQUIREMENTS IF NOT

OTHERWISE DETAILED ON PLANS.20. FRAME WALL OPENINGS WITH NOT LESS THAN A DOUBLE STUD AT EACH JAMB OF FRAME.

A. FASTEN JAMB MEMBERS TOGETHER TO UNIFORMLY DISTRIBUTE LOADS.B. AT DOOR, WINDOW AND SIMILAR OPENINGS, THE MINIMUM NUMBER OF CONTINUOUS STUDS ON EACH SIDE OF THE

OPENING SHALL EQUAL TO ONE PLUS ONE-HALF OF THE STUDS DISPLACED BY SUCH OPENING.21. INSTALL SUPPLEMENTARY FRAMING, BLOCKING, AND BRACING IN STUD FRAMING WHICH IS TO SUPPORT FIXTURES,

EQUIPMENT, SERVICES, CASEWORK, HEAVY TRIM, FURNISHINGS AND SIMILAR WORK REQUIRING ATTACHMENT TO THEFRAMING.

22. INSTALL HORIZONTAL BRIDGING IN STUD SYSTEM AS INDICATED ON THE PLANS.23. GALVANIZING: PREPARE AND REPAIR DAMAGED GALVANIZED COATINGS WITH GALVANIZED REPAIR PAINT ACCORDING

TO ASTM A 780 AND THE MANUFACTURER'S WRITTEN INSTRUCTIONS.24. PROVIDE FINAL PROTECTION AND MAINTAIN PROJECT AND ENVIRONMENTAL CONDITIONS, IN A MANNER ACCEPTABLE TO

MANUFACTURER AND INSTALLER, TO ENSURE THAT COLD FORMED METAL FRAMING SYSTEMS ARE WITHOUT DAMAGE ORDETERIORATION AT THE TIME OF SUBSTANTIAL COMPLETION.

STATEMENT OF SPECIAL INSPECTIONS(PER SECTION 110 AND CHAPTER 17 OF 2015 IBC, AISC 360-10, AC1 318-14 & ACI 530-13)

INSPECTIONSREMARKS

FREQUENCY

FOOTINGS AND FOUNDATIONS

ITEM

EXCAVATIONS MUST BE MADE AND REQUIREDREINFORCING STEEL IN PLACE

FLOOR ELEVATION IN FLOOD HAZARD AREAS ONLY, SUBMIT ELEVATIONCERTIFICATION

WOOD FRAMING AFTER ALL DECK, SHEATHING, FIRE BLOCKING, AND MEPARE IN PLACE

FIRE-RESISTANT PENETRATIONS

ENERGY EFFICIENCY

FINAL INSPECTION

INSPECTION OF REINFORCING STEEL IN CONCRETE

INSPECTION OF BOLTS IN CONCRETE

VERIFY USE OF REQUIRED CONCRETE DESIGN MIX

INSPECTION OF CONCRETE PLACEMENT TECHNIQUE

INSPECTION OF SPECIFIED CURING

MATERIAL VERIFICATION OFHIGH-STRENGTH BOLTS, NUTS, AND WASHERS

INSPECTION OF HIGH-STRENGTH BEARING-TYPE CONNECTIONS

INSPECTION OF FILLET WELDS AND DECK WELDS

INSPECTION OF STEEL FRAME JOINTS

MASONRY MORTAR PROPORTIONS, JOINT CONSTRUCTION, AND REINFORCEMENT

MASONRY SIZE AND LOCATION, ANCHORS,REINFORCEMENT, AND COLD / HOT WEATHER PROCEDURES

MASONRY GROUTING TECHNIQUES

SPECIAL INSPECTORS

BO = BUILDING OFFICIALCM = CONSTRUCTION MATERIALS

TESTING COMPANYSE = ENGINEER OF RECORDLS = LICENSED SURVEYORAHJ = AUTHORITY HAVING JURISDICTIONATP = APPROVED THIRD PARTY

INSPECTOR

VERIFY PIER AND FOOTING BEARING MATERIALSARE ADEQUATE TO ACHIEVE DESIGN BEARING CAPACITY. PRIOR TO CONCRETE PLACEMENT

OBSERVE DRILLING OPERATIONS AND MAINTAIN COMPLETEAND ACCURATE RECORDS FOR EACH ELEMENT. VERIFY PIER AND

FOOTING EXCAVATIONS ARE TO PROPER DEPTH AND BEARING STRATUM.

CONC. SLAB AND UNDER FLOOR MADE AFTER ALL STEEL, CONDUIT, PIPING, ETC. ARE INPLACE

PERFORM CLASSIFICATION ANDCOMPACTION TESTS FOR CONTROLLED FILL MATERIALS.

PRIOR TO AND DURING FILL (RE: SPECS.)

OBSERVE PREPARED SITE AND SUBGRADE PRIOR TO PLACEMENT OF FILL. PRIOR TO PLACEMENT OF FILLS

VERIFY USE OF PROPER MATERIALS,DENSITIES, AND LIFT THICKNESS OF CONTROLLED FILL.

PRIOR TO PLACING CONCRETE

PRIOR TO PLACING CONCRETE

PRIOR TO PLACING CONCRETE

SAMPLING CONCRETE FOR STRENGTH, SLUMP, AIR CONTENT, AND TEMPERATURE SEE SPECIFICATIONS

INSPECTION OF FORMWORK FOR SHAPE, LOCATION AND DIMENSIONSPRIOR TO CONCRETE PLACEMENT (FOR GENERALCONFORMANCE ONLY. CONTRACTOR IS RESPONSIBLEFOR EXACT SHAPE, LOCATION AND DIMENSIONS.)

PERIODIC AFTER PLACEMENT

FABRICATION OF LOAD BEARING STRUCTURAL MEMBERS AND ASSEMBLIESNOT REQUIRED WHEN FABRICATION IS PERFORMED ONPREMISES OF A FABRICATOR REGISTERED AND APPROVEDTO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTIONBY AN AGENCY APPROVED BY THE BUILDING OFFICIAL.

PERIODIC OBSERVATION, EXCEPT THAT INSPECTION OFSLIP CRITICAL CONNECTIONS SHALL BE CONTINUOUS.

MATERIAL VERIFICATION OF STRUCTURAL STEEL

PERIODIC FOR FILLET WELDS ≤ 5/16" (SEE TABLE)

PRIOR TO CONCEALMENT FROM VIEW

PRIOR TO CONCEALMENT FROM VIEW

AFTER ALL WORK REQUIRED BY BUILDING PERMIT ISCOMPLETED

NOTES:

1. THE OWNER SHALL EMPLOY ONE OR MORE APPROVED AGENCIES TO PERFORM INSPECTIONS DURING CONSTRUCTION ON THE TYPES OFWORK LISTED UNDER SECTION 1705 (THESE INSPECTIONS ARE IN ADDITION TO THE INSPECTIONS IDENTIFIED IN SECTION 110).

2. SPECIAL INSPECTORS SHALL BE AN INDEPENDENT, ESTABLISHED, AND QUALIFIED "APPROVED AGENCY" AS DETERMINED BY THEBUILDING OFFICIAL.

3. ALL INSPECTIONS SHALL BE MADE IN ACCORDANCE WITH THE REQUIREMENT OF SECTIONS 110 AND 1704 OF THE 2015 IBC.

4. THE CONSTRUCTION OR WORK FOR WHICH SPECIAL INSPECTION IS REQUIRED SHALL REMAIN ACCESSIBLE AND EXPOSED FOR SPECIALINSPECTION PURPOSES UNTIL COMPLETION OF THE REQUIRED SPECIAL INSPECTIONS.

5. RECORDS:

A. SPECIAL INSPECTORS SHALL KEEP RECORDS OF INSPECTIONS. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TOTHE BUILDING OFFICIAL, AND TO THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. REPORTS SHALL INDICATETHAT WORK INSPECTED WAS OR WAS NOT COMPLETED IN CONFORMANCE WITH APPROVED CONSTRUCTION DOCUMENTS.

B. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF THEY ARE NOTCORRECTED, THE DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE BUILDING OFFICIAL AND TO THE REGISTEREDDESIGN PROFESSIONAL IN RESPONSIBLE CHARGE PRIOR TO THE COMPLETION OF THAT PHASE OF WORK.

C. A FINAL REPORT DOCUMENTING REQUIRED SPECIAL INSPECTIONS AND CORRECTION OF ANY DISCREPANCIES NOTED IN THEINSPECTIONS SHALL BE SUBMITTED AT A POINT IN TIME AGREED UPON PRIOR TO THE START OF WORK BY THE APPLICANT ANDBUILDING OFFICIAL.

6. WHERE INSPECTION OR NOTIFICATION IS REQUIRED, CONTRACTOR SHALL NOTIFY EACH OF THE LISTED PARTIES A MINIMUM OF 48HOURS PRIOR TO THE REQUIRED INSPECTIONS. DO NOT PROCEED WITH WORK WITHOUT PROPER INSPECTIONS.

7. INSPECTIONS INDICATED FOR BUILDING OFFICIAL ARE THOSE REQUIRED BY SECTION 110 OF THE 2015 IBC AND ARE CONSIDEREDMINIMUM. CONTRACTOR SHALL CONTACT THE LOCAL AHJ TO CONFIRM ANY ADDITIONAL LOCAL NOTIFICATION OR INSPECTIONREQUIREMENTS.

8. R = INSPECTION AND NOTIFICATION REQUIRED.

N = NOTIFICATION REQUIRED

BO CM SE LS

R N

R

N

R

R

R N

R

R

R

R

R

R

R

R

R

R

R

R R

R

R N

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

X

CONT. PERIODIC

DEEP FOUNDATIONS / FILL (PER IBC 2015, TABLE 1705.7)

VERIFY PLACEMENT LOCATIONS AND PLUMBNESS, CONFIRMELEMENT DIAMETERS, BELL DIAMETERS (IF APPLICABLE), LENGTHS,

EMBEDMENT INTO BEDROCK (IF APPLICABLE) AND ADEQUATEEND-BEARING STRATA CAPACITY. RECORD CONCRETE OR GROUT COLUMNS.

R X

CONCRETE (PER IBC 2015,110.3.1, 110.3.2 AND TABLE 1705.3)

ELEVATIONS (PER IBC 2015, 110.3.3)

STEEL (PER AISC 360-10, TABLES C-N5.4-3, CN5.6-1, C-N5.6-2, N2 AND N2.7)

WOOD (PER IBC 2015, 110.3.4 AND 1705.5)

MASONRY (PER ACI 530/530.1-13)

OTHER (PER IBC 2015, 110.3.6, 110.3.7, AND 110.3.10)

(7)(8)

R

R

R

R X

X

X

X

X

X

R

R

R

R R

X

X

X

X

X

X

R

R

AHJ ATP

5'-6"

(H-5)

5'-6"

(H-5)

5'-6"

(H-5)

5'-6"

(H-5)

6'-8"

(H-1)5'-6"

(H-2)

13'-0"

(H-3)

6'-6

"

(H-4

)

6'-512"±

(H-6)

2'-0

1 2"±

(H-7

)

2TYPICAL HEADER DETAILSCALE: NOT TO SCALE 61002500

3TYPICAL HEADER SECTIONSCALE: NOT TO SCALE 61002501

TYPICAL FRAMING PLAN NOTES

TYPICAL FRAMING PLAN LEGEND

1. REFER TO SHEETS S0.1 AND S0.2 FOR STRUCTURAL NOTES.

2. DATUM ELEVATION 100'-0" = 446.03 (TOP OF EXISTING LANDING AT GRID '4').

3. ALL STEEL SHALL BE SHOP PRIMED AND PAINTED, UNLESS NOTED OTHERWISE. REFER TO PAINTINGSPECIFICATION FOR ADDITIONAL INFORMATION.

4. VERIFY ALL DIMENSIONS, AND EXACT SIZE AND LOCATION OF ALL OPENINGS WITH ARCHITECTURAL& MEP PLANS PRIOR TO ERECTING STEEL. NOTIFY ENGINEER OF DISCREPANCIES.

5. DO NOT BEGIN INSTALLATION OF ROOFING OR INSULATION UNTIL INSTALLATION OF METAL ROOFDECK, INCLUDING PERIMETER WELDS AND ATTACHMENTS, HAS BEEN COMPLETED AND OBSERVEDBY ENGINEER.

6. ALL DISCONTINUOUS EDGES OF METAL DECK SHALL BE SUPPORTED. PROVIDE ADDITIONALFRAMING AT ROOF DRAINS AND OTHER MISCELLANEOUS OPENINGS WHERE REQUIRED ASDIRECTED BY ENGINEER.

7. FAILURE TO COMPLY WITH THESE NOTES, THE PLANS, AND SPECIFICATIONS MAY RESULT IN THEREMOVAL AND REPLACEMENT OF WORK AT CONTRACTOR'S EXPENSE.

HORIZONTALBRIDGING

EXISTING CONC.BEAM

U.N.O. = UNLESS NOTED OTHERWISE

T.O.S. = TOP OF STEEL (BOTTOM OF DECK)

T.O.J. = TOP OF JOIST

T.O.B. = TOP OF BEAM

= DECK SPAN DIRECTION

STEEL BEAM

STEEL JOIST

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FIRST FLOOR FRAMING PLANSCALE: 1/8" = 1'-0"

HEADER SCHEDULEMAX. ROUGH

OPENING WIDTH

MIN. HEADER

MATERIAL

H-1

MARK

H-2

H-3

H-4

H-5

H-6

WALL

STUDS

6" MTL.

3-5/8" MTL.

3-5/8" MTL.

3-5/8" MTL.

3-5/8" MTL.

5'-6"

6'-8"

5'-6"

13'-0"

6'-6"

600S162-54[50]

1000S162-54[50]

FULL HEIGHT WALL

STUDS REQ'D.

2

(1) REMARKS

NOTES:

1. NUMBER OF STUDS REQUIRED AT EACH SIDE OF OPENING - RE: 2/S2.1.2. RE: 3/S2.1.

TRIMMER/CRIPPLE

STUDS REQ'D. (1)

1

1

1

2

1

3

3

4

(2)

600S162-54[50]

600S162-54[50]

600S162-54[50] 2

5FRAMING ELEVATIONSCALE: 1/2" = 1'-0"

5

S2.1

6EMBED PLATE DETAILSCALE: NOT TO SCALE

6" MTL. 6'-5 1/2"± 2 1600S162-54[50]

6" MTL. 2'-0 1/2"± 2 1600S162-54[50]H-7

COORDINATE W/ ARCH'L.

COORDINATE W/ ARCH'L.

4WALL BRACING ELEVATIONSCALE: NOT TO SCALE

DE

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MEZZANINE FRAMING PLANSCALE: 1/8" = 1'-0" (EXIST. FLR. HT. = 107'-10 1/2"±)

TYPICAL FRAMING PLAN NOTES

TYPICAL FRAMING PLAN LEGEND

1. REFER TO SHEETS S0.1 AND S0.2 FOR STRUCTURAL NOTES.

2. DATUM ELEVATION 100'-0" = 446.03 (TOP OF EXISTING LANDING AT GRID '4').

3. ALL STEEL SHALL BE SHOP PRIMED AND PAINTED, UNLESS NOTED OTHERWISE. REFER TO PAINTINGSPECIFICATION FOR ADDITIONAL INFORMATION.

4. VERIFY ALL DIMENSIONS, AND EXACT SIZE AND LOCATION OF ALL OPENINGS WITH ARCHITECTURAL& MEP PLANS PRIOR TO ERECTING STEEL. NOTIFY ENGINEER OF DISCREPANCIES.

5. DO NOT BEGIN INSTALLATION OF ROOFING OR INSULATION UNTIL INSTALLATION OF METAL ROOFDECK, INCLUDING PERIMETER WELDS AND ATTACHMENTS, HAS BEEN COMPLETED AND OBSERVEDBY ENGINEER.

6. ALL DISCONTINUOUS EDGES OF METAL DECK SHALL BE SUPPORTED. PROVIDE ADDITIONALFRAMING AT ROOF DRAINS AND OTHER MISCELLANEOUS OPENINGS WHERE REQUIRED ASDIRECTED BY ENGINEER.

7. FAILURE TO COMPLY WITH THESE NOTES, THE PLANS, AND SPECIFICATIONS MAY RESULT IN THEREMOVAL AND REPLACEMENT OF WORK AT CONTRACTOR'S EXPENSE.

HORIZONTALBRIDGING

EXISTING CONC.BEAM

U.N.O. = UNLESS NOTED OTHERWISE

T.O.S. = TOP OF STEEL (BOTTOM OF DECK)

T.O.J. = TOP OF JOIST

T.O.B. = TOP OF BEAM

= DECK SPAN DIRECTION

STEEL BEAM

STEEL JOIST

2ENLARGED FRAMING PLANSCALE: 1/4" = 1'-0"

2

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TYPICAL FRAMING PLAN NOTES

TYPICAL FRAMING PLAN LEGEND

1. REFER TO SHEETS S0.1 AND S0.2 FOR STRUCTURAL NOTES.

2. DATUM ELEVATION 100'-0" = 446.03 (TOP OF EXISTING LANDING AT GRID '4').

3. ALL STEEL SHALL BE SHOP PRIMED AND PAINTED, UNLESS NOTED OTHERWISE. REFER TO PAINTINGSPECIFICATION FOR ADDITIONAL INFORMATION.

4. VERIFY ALL DIMENSIONS, AND EXACT SIZE AND LOCATION OF ALL OPENINGS WITH ARCHITECTURAL& MEP PLANS PRIOR TO ERECTING STEEL. NOTIFY ENGINEER OF DISCREPANCIES.

5. DO NOT BEGIN INSTALLATION OF ROOFING OR INSULATION UNTIL INSTALLATION OF METAL ROOFDECK, INCLUDING PERIMETER WELDS AND ATTACHMENTS, HAS BEEN COMPLETED AND OBSERVEDBY ENGINEER.

6. ALL DISCONTINUOUS EDGES OF METAL DECK SHALL BE SUPPORTED. PROVIDE ADDITIONALFRAMING AT ROOF DRAINS AND OTHER MISCELLANEOUS OPENINGS WHERE REQUIRED ASDIRECTED BY ENGINEER.

7. FAILURE TO COMPLY WITH THESE NOTES, THE PLANS, AND SPECIFICATIONS MAY RESULT IN THEREMOVAL AND REPLACEMENT OF WORK AT CONTRACTOR'S EXPENSE.

HORIZONTALBRIDGING

EXISTING CONC.BEAM

U.N.O. = UNLESS NOTED OTHERWISE

T.O.S. = TOP OF STEEL (BOTTOM OF DECK)

T.O.J. = TOP OF JOIST

T.O.B. = TOP OF BEAM

= DECK SPAN DIRECTION

STEEL BEAM

STEEL JOIST

12ND FLOOR FRAMING PLANSCALE: 1/8" = 1'-0" (EXIST. FLR. HT. = 116'-7 1/2"±)

2ENLARGED FRAMING PLANSCALE: 1/4" = 1'-0"

2

S2.3

3

S2.3

3ENLARGED FRAMING PLANSCALE: 1/4" = 1'-0"

10'-1"±10'-1"±10'-1"±10'-1"±

10'-1"±

9'-0"±

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10FRAMING SECTIONSCALE: 3/4" = 1'-0"11

FRAMING SECTIONSCALE: 3/4" = 1'-0"

1MEZZANINE PERIM. SECTIONSCALE: 1" = 1'-0" (AT RAILING)2

MEZZANINE PERIM. SECTIONSCALE: 1" = 1'-0" (AT FULL-HT. WALL)3

MEZZANINE PERIM. SECTIONSCALE: 1" = 1'-0" (AT FULL-HT. WALL)4

MEZZANINE PERIM. SECTIONSCALE: 1" = 1'-0" (AT RAILING)

6MEZZANINE SECTION AT CONNECTOR AREASCALE: 1" = 1'-0"

5TYP. JOIST LAP DETAILSCALE: NOT TO SCALE

7TYP. HSS POST AT MEZZ. BEAMSCALE: 1" = 1'-0"8

TYP. HSS POST AT EXIST. BEAMSCALE: 1" = 1'-0"9

SECTION AT MEZZ. EXP. JT.SCALE: 1" = 1'-0"